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332 Porchester Dr 07-1745 CO
PERMIT ADDRESS I %i J CONTRACTOR VI efto ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION , " "04, 7 , *tr PERMIT # s ® DATE -Ae/o 7 PERMIT DESCRIPTION __ A*oj PERMIT VALUATION SQUARE FOOTAGE RVV M CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . .. . Parcel Number . . . . . Property Address . Subdivision Name . . . Legal Description . . . Property Zoning . . . . Owner . . . . . . . . . Contractor . . . . 10/24/07 34.19.30.519-0000-0400 332 PORCHESTER DR SANFORD FL 32771 . E Engle Homes ENGLE HOMES ORLANDO 407 249-3500 Application number 07-00001745 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . TYPE VB Occupancy type . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . NONE Approved . . . . . . ld ni q Offici low VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have.been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. FW: 332 Porchester Dr. permit # 07-1745 Page 1 of 2 BLANTON, DEBORAH From: Turja, H. Leroy (P.E.) [Iturja@cphengineers.com] Sent: Tuesday, October 23, 2007 5:07 PM To: RICHARDS, DAVID Cc: SMITH, CHRIS Subject: RE: 332 Porchester Dr. permit # 07-1745 Attachments: 332 Porchester Drive Report 10-23-2007.doc Inspection completed 10/23/07. Erosion at sod line north side lot, standing water at SE corner of lot, water meter set above grade. OK to C.O. with corrections. Attached is a copy of the inspection report. H. Leroy Turja, P.E. Construction Manager CPH Engineers, Inc. Phone: 407-322-6841 Fax: 407-330-0639 From: SMITH, CHRIS [mailto:SMITHC@Sanfordfl.gov] Sent: Friday, October 19, 2007 8:43 AM To: Turja, H. Leroy (P.E.) Subject: FW: 332 Porchester Dr. permit # 07-1745 co regkest. T1hawles From: SCOTT, ANNETTE Sent: Friday, October 19, 2007 8:29 AM To: SMITH, CHRIS Subject: FW: 332 Porchester Dr. permit # 07-1745 From: System Administrator Sent: Tuesday, October 16, 2007 10:51 AM To: Hicks, Marjorie; STRINE, KRIS; LOTEMPIO, CATHY Subject: Delivered: 332 Porchester Dr. permit # 07-1745 Your message To: AMOS, KARLENE; BLANTON, DEBORAH; JOHNSON, JOANN; Public Works Request; REPLOGLE, MICHAEL; RICHARDS, DAVID; SCOTT, ANNETTE Subject: 332 Porchester Dr. permit # 07-1745 Sent: 10/16/2007 10:51 AM 10/24/2007 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Expires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. �J 7 SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name Tousa Homes, Inc. Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number 332 Porchester Drive City Sanford State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 40, Kay's Landing Phase 1, Plat Book 67, Pages 41-43, Seminole County, Florida. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. 28d47'48.17" N Long. 8ldl8'31.04" W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. 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 580 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State CITY OF SANFORD 120294 SEMINOLE FL 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) 12117C 0045 E 04-17-1995 04-17-1995 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ®FIRM ❑ Community Determined ❑ Other (Describe) Bl 1. Indicate elevation datum used for BFE in Item 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) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized Local Vertical Datum NGVD 1929 Conversion/Comments None Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 36.55 ® feet ❑ meters (Puerto Rico only) b) Top of the next higher floor N/A. ® feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ® feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) 35.92 ® feet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 35.83 ® feet ❑ meters (Puerto Rico only) (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) 35.6 ® feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) 36.3 ® 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 Dave E. Rohal, P.S.M. License Number LS4315 Title Manager of Platting Company Name IBI Group, Inc. Address 2603 Maitland Center Parkway, Suite C City Maitland State FL ZIP Code 32751 Signature - 1 Date 10-10-07 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. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 332 Porchester Drive City Sanford State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Item C2.a)e) - Air Conditioner Slab Elevation. Information shown hereon is based upon FIRM. S nature Date 10-10-07 ® Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This 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 21one AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 332 Porchester Drive City Sanford State FL ZIP Code 32771 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. FRONT VIEW (Date of photograph: 10-04-07) Building Photographs Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 332 Porchester Drive City Sanford State FL ZIP Code 32771 I Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." REAR VIEW (Date of photograph: 10/09/07) November 7, 2005 Oq-1?4-S City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 40 - 332 Porchester Drive, Sanford, FL 32771 The finished floor elevation of the structure located at 332 Porchester Drive, Sanford, FL 32771, Lot 40, Kays Landing Phase 1 meets or exceeds the requirements set forth in the City of Sanford Code Chapter 6, sec. 6-7(a). Sincerely, CCL / IBI Consultants, Inc a division of IBI Or-etrr— David M. Bruno, P.S.M. Manager of Survey — Central Florida Region DMB / sd 2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660-9070 CCL/IBI Consultants, Inc. is a Division of IBI Group /1-7_ /-7 inn crt�vur, inc. AUTHORIZATION #L65610 ENGINEERS SURVEYORS PLANNERS 61 IBI GROUP v LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS 1131 GRO �JT7P 2200 PARK CENTRAL BLVD. N„ SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C GROUP POMPANO BEACH, FLORIDA, 33064 MAITLAND, FLORIDA, 32751 lJ 954 974-2200 (407) 660-2120 ENGLE. NA77ONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 12117C PANEL NUMBER 0045 E MAP REVISION 411711995 FL000 ZONE X NO BASE FLOOO ELEVATION SHOWN. L E G E N D R= RADIUS La ARC DISTANCE A� CENTRAL ANGLE A/C = AIR CONDITIONER SLAB - CENTERLINE D.E, - DRAINAGE EASEMENT L.M,E. = LAKE MAINTENANCE EASEMENT U.E, = UTILITY EASEMENT F.F. FINISH FLOOR LOT 46 LOT 47 0 J O (Jt N 0) LEGAL DESCRIPTION: KA Y' S LANDING PHA BEARINGS BASED ON THE WEST LINE OF THE NORTHEAST 1/4 OF SECTION 34 TOWNSHIP 19 SOUTH, RANGE 30 EAST SEMINOLE COUNTY, FLORIDA, BEING N007440"W, AN ASSUMED MERIDIAN 1i 0 INDICATES 5/8- IRON ROD SET WITH NUMBER LB5610 CAP, UNLESS OTHERWISE NOTED L.B. LICENSED BUSINESS NAD = SET NAIL AND DISC LB95610 PC POINT OF CURVATURE PCC = POINT OF COMPOUND CURVATURE PI = POINT OF INTERSECTION PRC = POINT OF REVERSE CURVATURE 00. 0 - EXISTING LOT ELEVATION SCALE: I" = 30' Cl: 5*15'40" R=775.00' L=71.16' LOT 47 CHORD BEARING=N04'12'32"W CHORD=71.14 N U c�i c � 5' SETSAC 10. 5' SETBACK �4�C pa 70.0' LOT 40 ONE STORY RESIDENCE # 332 F.F. EL. 36.55' GAR. EL. 35.92' 'w • UI 5' O.E. LOT 39 LOCATION SKETCH (NOT TO SCALE) 1 II I 25 34.60 1 N&O 1215.A £LB 33 919' o 15J QD 3 Ar� !9.7 B. 5610' ' EL. J4.37, R=775.00 I L=19.76 A=1.27'40", P.T. Lot 40, Kays Landing Phase 1, according to the Plat thereof, as recorded in Plat Book 67, at Page 41-43, of the Public Records, Seminole County, Florida. NOTES• 0 I. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 4, LANDS SHOWN HEREON WERE NOT ABSTRACTED BY. O SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS CCL CONSULTANTS INC. FOR EASEMEws,twi OR RIGIl7S—_ DRAWING, SKETCH, PLAT OR MAP IS FOR /NFORMAAONAL OF —WAY OF RECORD. PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS 5. LOCATIONS ARE LIMITED TO VISIBLE 4YPROVEME1oTS'ON;LYI.r'4%^ TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING 6, THIS SURVEY DOES NOT REFLECT C5 VEWhI/NE Ct0ftER.SHI.P. 0PARTY OR PAR77ES /S PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES �, 7IRIS SURVEY EXCEEDS THE MINIMUM' Q3UR6 ACCURACf I � 2. A£S ARE TO THE ABOVE GROUND FOUNDATON OF BUILDING FOR A SUBURBAN SURVEY AS REOU/R£D IN: 61G17-6.,0^3 OF FLORIDA MINIMUM TECHNICAL -57AND4nDS. ;�u J I J. PLAT AND RECORDED DIMENSIONS ARE THE SAME _ 8. ELEVA77ONS BASED ON LOCAL S1, BENCH MAPK:, 'A3 AS MEASURED UNLESS OTHERWISE NOTED. PROVIDED BY PLAT77 SURVEYOR:. REVISIONS DATE BY VARINACE PLOT PLAN 3/19/07 JAM RWH v FOUNDATION 7/12/07 JAM RWH ILSO E. WA' w 60 FINAL 10/5/07 JAM WEW PROFESSIONAL SURVEYOR and MAPPER #2F365 STATE'10F FGURIDA o z DATE OF SURVEY DRAWN CHECKED FIELD 10/4/07 BY JAM BY WEW BOOK �211:277 CCL CONSULTANTS, INC. AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS 2603 MAITLAND CENTER PARKWAY SUITE C MAITLAND, FL 32751 (407) 660-2120 POMPANO BEACH ORLANDO TAMPA JUPITER WWW.CCL-POMPANO.COM WWW.CCL-ORLANDO.COM ENGLEKA Y' S LANDING PHA BEARINGS BASED ON THE WEST LINE - NA77ONAL FLOOD INSURANCE PROGRAM OF THE NORTHEAST 114 OF SEC77ON 34, COMMUNITY NUMBER 12117C TOWNSHIP 19 SOUTH, RANGE 30 EAST, PANEL NUMBER 0040 E SEMINOLE COUNTY, FLORIDA, BEING MAP REVISION 411711995 NOO.14'40"W, AN ASSUMED MERIDIAN FLOOD ZONE X ] NO BASE FLOOD ELEVATION SHOWN. O INDICATES 5/8" IRON ROD SET MATH NUMBER B L E G E N D LB5610 CAP, UNLESS OTHERWISE NOTED L.B. LICENSED BUSINESS 1 _ R- RADIUS L- ARC DISTANCE N&D = SET NAIL AND DISC LBM5610 PC =POINT OF CURVATURE e A- CENTRAL ANGLE A/C AIR CONDITIONER SLAB PCC . POINT OF COMPOUND CURVATURE PI - POINT OF INTERSECTION 15 q CENTERLINE PRC = POINT OF REVERSE CURVATURE 00.00 — EXISTING LOT ELEVATION D.E. - DRAINAGE EASEMENT L.M.E. - LAKE MAINTENANCE EASEMENT U.E. - UTILITY EASEMENT F.F. - FINISH FLOOR SCALE: I" - 30' LOCATION SKETCH (NOT TO SCALE) LOT: 8,110tsq.ft. 1 Cl: I 0=-5'15'40" R=775.00' 25' L=71.16' LOT 41 I 1 CHORD BEARING=NO4'12'32"W CHORD=71.14 o B.05610 125.54 £L. 33.99 83'093811 E RADIAL _ O N _ i — B.S. �! �7 Z --- --- -" -_ — 6.53 70.0' 36.50 _-25.�__ I m O O L4 = Cn LOT 40 N I LOT 46 = 87• FOUNDATON 27_3_1 I � b K 4.2°' ' io 5.7 -- 91 ^ a. A m - - - — — — 5' B.S. — — 6.54 54 8' 36.51' 0 5' D.E. a S 89'52'58" W (NON —RADIAL) f 129.75 25' .9.05610 £L. 34.37' R=775.00 I L=19.76 I o T 47 I 0=,•27.40'• L o T 39 P.T. i LEGAL DESCRIPTION: Lot 40, Kay s Landing Phase 1, according to the Plot thereof, as recorded in Plat Pook 67, at Page 41-43, of the Public Records, Seminole County, Florida. NOTES 1. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 4. LANDS SHOWN HEREON WFR;+hQI ABS�R 'CTED BY SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS CCL CONSULTANTS, INC. ,FOR E4SLMGW7S,ANU:OR RIGHTS - DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMA77ONAL OF -WAY OF RECORD..w t - PURPOSES ONLY AND IS NOT VALID. ADD177ONS OR DELE77ONS 5. LOCATIONS ARE L1Mi7t0<-T0 NS1f Lc• IMf ROLTN.EIJTP' ONLY. TO SURVEY MAPS OR REPORTS BY 0714ER THAN THE SIGNING PARTY OR PAR77ES IS PROHIB17ED WITHOUT WIr, 6. THIS SURVEY DOES NOT REFLECT OR DE !F)ik,` ,ON^,J£RSH1P CONSENT OF THE SIGNING PARTY OR PARTIES. 7. THIS SURVEY EXCEEDS 7HE MINIMUMI_CLOSU,`?£° ACCURACY 2. 77ES ARE TO 7HE ABOVE GROUND FOUNDATION OF BUILDING FOR A SUBURBA)`P Si1,?WY AS REQUl.4E0 IN 6iC17 6 003 J. PLAT AND RECORDED DIMENSIONS ARE THE SAME OF FLORIDA MINIMUM TECHNICAL/ STANDARDS. L AS MEASURED UNLESS OTHERWISE NOTED. 8. ELEV ONS BASED ON ZO A[_ ,SI1F BENCH MARKS AS PLA P N fD BY ASED ON,L R &,SI7t ] REVISIONS DATE BY VARINACE PLOT PLAN 3/19/07 0 u J FOUNDATION 7/12/07 1 JAM - =- i-,k � Ld RO LU W., , ERR P{LS, o PROFESSIONAL SURVE OR and MAPFIER`#4907 STATE OF FLORIDA a z M DATE OF SURVEY DRAWN CHECKED FIELD 7/11/07 BY JAM BY RWH I BOOK :721111 CITY OF SANFORD PERMIT APPLICATION Permit # : V 6 Date: "llJ TobAddress: 330< CIA to Description of Work: �J t1S'4 cti\ New RVAQ S` SfeM W L,"t Total Square Footage Ristoric District: Zoning: Value of Work: S Permit Type: Building Electrical Mechanical ✓ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential ✓ Non -Residential Replacement New (Duct Layout & Energy Calc_ Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Dccupancy Type: Residential —1� — Commercial Industrial Construction Type: N of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) 3waers Name & Address: J n'M Phone: 1-10 : %. [ _. V contractor Name & Address:Lnclilioe r- i State Lice se Number: r r, r•. m 'hone & Fax: rbv Contact Person: � Phone: qG-% 3onding Company: kddress: Kortgage Lender: \ddress: \rchitect/Engineer: Phone: \ddress: Fax: \pplication is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the ssuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate Permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and UR CONDITIONERS, etc. )WNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance N . ail applicable laws regulating :onstruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MA• " RESULT fN YOUR PAYING . WICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT VITH OUR LENT' ER OR AN \TTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. jj , � JOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this propehy th mtay be foimd�in the public records of his county, and there maybe additional permits required from other governmental entities such as water management di m, state ag caes, or federal agencies. ,cceptance of permit is verification that I will notify the owner of the properly of the requirememu,.of Florida e`i[ w, FS413, SignatureofOwner/Agent Date Sig'matur lf.Contractor/Agent Date qt0� ERT G. DELLO RUSS-0 Print Owner/Agent's Name Print ontractor/Agent's N e Signature of Notary -State of Florida Date Signature of Notary- tale of Florida Date OwnedAgent is _ Personally Known to Me or Produced ID S'PROVALS: ZONING: pecial Conditions- -ev 03/2006 UTIL: FD: Contractor/Agent is�ersonally Known to Me or Produced ID ENG- BLDG: MIRINDA C. TURjVhK MY COMMISSION # Dp 667937 EXPIRES: June 1 2011 BondedTMruNOWYPOWI. ntaanY t' CITY OF SANFORD PERMIT APPLICATION Application # : 1 I Job Address• 3 S 2. Y (�,, A� l + Parcel ID: Description of Work: V I ` -r Zoning:_ Submittal Date: Value of Work: $ - �IAzo ' sc?0 ,`,:�. Historic District: Square Footage: _ ..................................................................................................I....................... Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing�� Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines' Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): " Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) ....................................i....^.................................................... F........................... Property Owner: ��C I ^--J' Contractor: ADVANTAGE PLUMBINC� INC 0 BOX 1.117 Address: Address: SAUEnPL) F, PRO _ (407) 323 7515 Phone: Bonding Company: Address: Architect/Engineer: Address: E-mail: Phone: State License Number: Mortgage Lender: Address: Plan Review Contact Person: Phone• Fag: Phone: Fax: _ E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS,, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will 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 OFCOMMENCEMENT. 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 requirementgv aw, FS 713. .-73 Signature of Owner/Agent Date Signature o ontractor/Ag t Dat6___. _... . ,�M 1 Print Owner/Agent's Name Prm ontractor/Agent 's Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida M A R T Aatf . HALL Notary Public, State of Florida My comm. exp. Feb. 1, 2008 Comm. No. DD 258139 Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 02/2007 UTIL: FD: Contractor/Agent is XPersonally Known to Me or Produced ID ENG: BLDG: Application # : O / Job Address:_�Q _4) o�-� CITY OF SANFORD PERMIT APPLICATION Submittal Date:br /� �'O / Value of Work: $� Parcel ID: Zoning: Historic District: Description of Work: Square Footage: ..... ............... ............... ..t,.�c............... ............... .............. .......... ............................ Permit Type: Building ❑ Electrical ,q Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration D Change of Service ❑ Temporary Pole Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout.& Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Type: Residential X Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) ...................................t............................. ./�.,........ •Property Owner: 1 LJI�� A �{� —\\JJ V Contractor: •P1� ME �.� ELE_�C 1 C , t x 7 Address: ) J 3 )5 �PCO) - t'��1L YJ� \J V �Q� 25b �T4h_rL (9r%5�OCKSC)YI14q O IO-ndO 3QR0 pp3X70 P '20: = g�--44-R0 E-mail: Phone: LDg1PA /QO State License Number:�C Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact_ Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance 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. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions 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 t,jje re irements of Florida Lien Law. FS 713. 0-7 Signature of Owner/Agent Date nature of Contractor/Agent Date Print Owner/Agent's Name rin Contra for/Agent's Na e nw) W/W07 Signature of Notary -State of Florida Date Signature ofNotary-Sta e ^f FIASjrJg, Date "Sk" ol, Notary Public State of Florida We) Pamela S Temus kly Commission DD437139 Expires 08/07/2009 Owner/Agent is _ Personally Known to Me or Contractor/Agent is Y\ Personally Known to Me or Produced ID _ Produced ID APPROVALS: ZONING: UTIL: FD: ENG: _ BLDG: Special Conditions: Rev 07.07 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STA4v MENT NUMBER 107-75041 DATE: _ BUILDING PERMIT NUMBER, 7 V_� (C I TLY) - COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ZONE: JURISDICTIONi 06 CITY Of SANFOR SEC: - 5 PACEL R: � T W P I RNG- � SUBDIVISION: A TRACT: PLAT BOOK: PLAT B 0 01 WAGE: G B 1, 0 C K LOT. OWNER NAME: ADDRESS: apprTrnmT mu 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 ITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705-00 1 $ 705.00 ROADS -COLLECTORS NORTH 0 dwl unit 0 000.00 1 $ 000,00 LIBRARY CO -WIDE 0 SCHOOLS CO -WIDE OA dwl unit $ 54,00 - 1 $ 54.00 dwl unit $1,384.00 1 S 1,384.00 -',AMOUNT,: PUE-:2..: t *2-, 143, 0 0:- SIGNATURE: DATE. NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE=' ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE ,.'AND PAYABLE,.,,,P.RIOR TO -ISSUANCE OF A,,BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY -RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL, THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHO0L)'IM.PAC`1T FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST -WITHIN -45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY, THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-74,74. , PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. EL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** 2 OFFICE REVISION ProjeSummary ct Job: CARACAS J Summary Date: 4-4-07 Entire House By: EJH DEL AIR HTG, A/C & REFRIG. INC For: ENGLE HOMES ®� bit % 5 Notes: Weather: Orlando, 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 gr/lb Heating Summary Structure 39243 Btuh Ducts 3924 Btuh Central vent (75 cfm) 2640 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 45807 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 2567 2567 Volume (ft') 26192 26192 Air changes/hour 0.32 0.16 Equiv. AVF (cfm) 140 70 Heating Equipment Summary Make LENNOX Trade Model Efficiency 8.5 HSPF Heating input Heating output 0 Btuh @ 47°F Temperature rise 0 °F Actual air flow 1600 cfm Air flow factor 0.037 cfm/Btuh Static pressure 0.40 in H2O Space thermostat Sensible Cooling Equipment Load Sizing Structure 32615 Btuh Ducts 3261 Btuh Central vent (75 cfm) 1485 Btuh Blower 0 Btuh Use manufacturer's data yy Rate/swing multiplier 1.00 Equipment sensible load 37361 Btuh Latent Cooling Equipment Load Sizing Structure 3260 Btuh Ducts 2866 Btuh Central vent (75 cfm) 2212 Btuh Equipment latent load 8337 Btuh Equipment total load 45699 Btuh Req. total capacity at 0.80 SHR 3.9 ton Cooling Equipment Summary Make LENNOX Trade Cond Coil Effici Sensl Laten o wl"" TotaWsore ActuAirflStati Load sensible heat ratio \ ��v row tVh 1,806 Btuh 1600 cfm 0.045 cfm/Btuh 0.40 in H2O 0.82 Boldutalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. NOV" hl[�5f�ft Right -Suite Residential 6.0.101 RSR20596 2007-Jun-11 14:05:56 ,C. i E:\Files\ENGLE2002\Caracas\Caracas 38\Caracas.rrp Calc = MJ8 Orientation = NE Page 1 Duct System Summary Job: CARACAS Date: 4-4-07 Entire House By: EJH DEL AIR HTG, A/C & REFRIG. INC For: ENGLE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.636 in/100ft 1600 cfm 54 ft Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.636 in/100ft 1600 cfm ssr� y a SPPPly Branch Detail Table Name Design (Btuh) Htg (Cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BDRM3 h 3333 124 82 2.576 6 Ox 0 VIFx 13.2 0.0 LAUNDRY c 848 11 38 6.296 4 Ox 0 VIFx 5.4 0.0 LIWDIN/FOY-A h 3435 127 125 4.857 6 Ox 0 VIFx 7.0 0.0 BATHS h 928 34 33 1.789 4 Ox 0 VIFx 19.0 0.0 STUDY h 6612 245 179 1.417 9 Ox 0 VIFx 24.0 0.0 NOOK C 2518 85 112 0.819 6 Ox 0 VIFx 41.5 0.0 3 FAMILY RM C 4239 154 189 0.749 8 Ox 0 VIFx 45.4 0.0 3 KITCHEN c 1527 7 68 1.000 5 Ox 0 VIFx 34.0 0.0 3 LIV/DIN/FOY h 3435 127 125 0.924 6 Ox 0 VIFx 36.8 0.0 3 FAMILY RM-A C 4239 154 189 0.983 8 Ox 0 VIFx 34.6 0.0 3 MBATH h 2082 77 70 0.731 5 Ox 0 VIFx 46.5 0.0 2 MBDRM-A c 3041 131 136 0.636 6 Ox 0 VIFx 53.5 0.0 2 MBDRM c 3041 131 136 0.751 6 Ox 0 VIFx 45.3 0.0 2 MWIC h 2805 104 42 0.669 6 Ox 0 VIFx 50.8 0.0 2 WATER CLOSET c 87 2 4 1.027 4 Ox 0 VIFx 33.1 0.0 2 BATH2 C 131 3 6 1.273 4 Ox 0 VIFx 26.7 0.0 1 BDRM2 h 2230 83 65 1.118 5 Ox 0 VIFx 30.4 0.0 1 y.. �SuppiyTrunk�Deta�lTable'_. Trunk . Htg Clg Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 532 458 1.118 677 12 0 x 0 VinlFlx 2 Peak AVF 446 388 0.636 568 12 0 x 0 VinlFlx 1 3 Peak AVF 527 684 0.749 640 14 0 x 0 VinlFlx ]ry g h r j Right -Suite Residential 6.0.101 RSR20596 2007-Jun-11 14:05:25 E:\Files\ENGLE2002\Caracas\Caracas 38\Caracas.rrp Calc = MJ8 Orientation = NE Page 1 CARA AED Assessment Job: Date: -4-07 4-4-07 S Entire House By: EJH DEL AIR HTG, A/C & REFRIG. INC For: ENGLE HOMES Des�gnCond�tions s Indoor:Cooling Orlando,Indoor.- Elevation: •• • Latitude:Relative humidity 30 50 Outdoor:.. - diffDry erence Infiltration: Daily range- . . speedWind .,� .��_.. �r i'est#ortle� uate,Ex o$ureDiVers>I_ Hourly Glazing Load Hour of Day / Hmrty / Average / AED ftit Maximum hourly glazing load exceeds average by 50.2%. House does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 2826 Btuh (PFG - 1.3*AFG) Boldlitalic values have been manually overridden ;.; yynghK.5L71-t Right -Suite Residential6.0.101 RSR20596 2007-Jun-11 14:05:56 a E:\Files\ENGLE2002\Caracas\Caracas 38\Caracas.rrp Calc = MJ8 Orientation = NE Page 1 + Right-1 Worksheet Entire House DEL AIR HTG, A/C & REFRIG. INC Job: CARACAS Date: 4-4-07 By: EJH 1 Room name Entire House BDRM2 2 Exposed wall 193.8 ft 12.0 ft 3 Ceding height 10.2 ft d 9.4 ft heat/cool 4 Room dimensions 1.0 x 174.0 ft 5 Room area 2567.5 ft2 174.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft' °F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A 5ocb 0 129 ne �4 13 # 2 58 536 485 . 2003 1252 113 97 400 250± 1A clbm 1 270 ^ne 40-64 48'_54 32 0 1287 1537 16 .,: 0 643 769' ,1A Glom .,, _ , ,', 1.27Qne„ , , .4064 53 94 19 . �.. .0, , 7,Q8 , _ 1,019 0 = _=0_ .. ,_ 0,„ 0' y1 13A-5ocb 0.129 1 a 4.13 2.58 40 21 88 55 0 0 0 0 11 �G -- 1A-ctom 1.2701 e 1 40.64 60.89 19 1 752 1078 0 0 0 0 13A-5ocb 1 0.1291 s 1 4.131 2.581 401 211 881 551 01 01 01 01 `,.. _.. 6 c) AED excursion 2826 -81 Envelope loss/gain 34326 28052 1743 1242 12 a) Infiltration 4917 1383 284 80 b) Room ventilation 1 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 0 0 Appliances @ 1200 2 1800 0 0 Subtotal (lines 6 to 13) 39243 32615 2027 1322 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 39243 32615 2027 1322 15 Duct loads 10% 10% 3924 3261 10% 10% 203 132 Total room load 43167 35876 2230 1454 Air required (cfm) 1600 1600 83 65 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. Right -Suite Residential 6.0.101 RSR20596 2007-Jun-11 14:05:56 I&K E:\Files\ENGLE2002\Caracas\Caracas38\Caracas.rrp Calc = MJ8 Orientation = NE Page 1 7" VVO.ot f Right-J Worksheet Job: CARACAS Entire House Date: 4-4-07 By: EJH DEL AIR HTG, A/C & REFRIG. INC 1 Room name BATH2 STUDY 2 Exposed wall 0.0 ft 35.4 ft 3 Ceiling height 9.4 ft heat/cool 9.4 ft heat/cool 4 Room dimensions 6.0 x 12.0 ft 1.0 x 207.0 ft 5 Room area 72.0 ft' 207.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/W'F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 613A 5ocb 1A clom 0 129 1 270 ne ne 4'13 40;64 2 58f 48.54 0 0 0, 0 0 0 0 0 z 56 0 ' S6 0 -" 233 0 146 0 R,. f 1Ac1om, t.270, ?ne .,.4064, > 53294 0,. 0 0 0 0 0 11 VI--C� 13A-5ocb 1A-ctom 0.129 1.270 a e 4.13 40.64 2.58 60.89 0 _ 0. 0 0 0 _._ 0 0 ,_ 01. 40 ," „19 21 ..,. , 1,,,,,•y 88 . ,752, 55 „ 1078, 13A-5ocb 1 0.1291 s 1 4.131 2.581 01 01 01 01 401 211 881 551 0.097 :. _ 310 1i07,. .. '0 0 •: 0' 0..::. ., 0 '.:., ..0 ... ....,0 0 097 3 10 1 07 0 0 0 0 0 0 0 0 0.032 —1�2 _ ^=1:75 • d72=a 72 = 74� : �,"s 126�r' 207 °> > .=36T 1.358 , r-• 43.46 0.00 , 72 0 0 0 207 35 1539 ,, 0 6 c) AED excursion -7 -94 Envelope loss/gain 74 119 5173 3423 12 a) Infiltration 0 0 838 236 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 0 0 Subtotal (lines 6 to 13) 74 119 6011 3659 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 74 119 6011 3659 15 Duct loads 1 10% 10% 71 12 10% 10% 601 366 Total room load 81 131 6612 4025 Air required (cfm) 1 3 6 245 179 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. z= wrf:c�1 [.cft Right -Suite Residential 6.0.101 RSR20596 2007-Jun-11 14:05:56 - ` E:\Files\ENGLE2002\Caracas\Caracas MCaracas.rrp Calc = MJ8 Orientation = NE Page 2 �nrihts# Right-.1Worksheet Job: CARACAS Entire House Date: 4.4-07 By: EJH DEL AIR HTG, A/C & REFRIG. INC 1 Room name MWIC WATER CLOSET 2 Exposed wall 23.0 ft 0.0 ft 3 Ceding height 9.4 ft heat/cool 9.4 ft heat/cool 4 Room dimensions 7.0 x 16.0 ft 6.0 x 8.0 ft 5 Room area 112.0 ft' 48.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/W °F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-Socha `01295 270ne `ne a 4.13 4064 $ 258 4854 950 0 150 0 621 OF "388 0 0 0 0 a 0 0 0 0 r to c1 om 1'A ctom., 1 1.270 .„nea P . 4064,. , 53:94 ...:':. 0 4 „s ,0. 11I I1A-clom I 11.2701 e I 40.641 6089I _ OI_ 01OIOLOI___ OI__. OI_ 0 13A-5ocb 1 0.1291 s 1 4.131 2.581 01 01 101 01 01 01 01 01 v 6 c)AED excursion -52 -5 Envelope loss/gain 2007 701 49 79 12 a) Infiltration 543 153 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 01 0 0 Subtotal (lines 6 to 13) 2550 854 49 79 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2550 854 49 79 151 Duct loads 1 10% 10% 255 85 10% 10% 51 8 Total room load 2805 940 54 87 Air required (cfm) 1 1 104 42 2 4 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. lrvr �h�rc Right -Suite Residential 6.0.101 RSR20596 2007-Jun-11 14:05:56 k E:\Files\ENGLE2002\Caracas\Caracas 38\Caracas.rrp Calc = MJ8 Orientation = NE Page 3 + Right-J Worksheet Entire House DEL AIR HTG, A/C & REFRIG. INC Job: CARACAS Date: 4-4-07 By: EJH 1 Room name MBATH MBDRM 2 3 Exposed wall Ceiling height 10.0 ft 9.4 ft heat/cool 28.0 ft 10.8 ft heat/cool 4 Room dimensions 14.0 x 10.0 ft 19.0 x 16.0 ft 5 Room area 140.0 ft' 304.0 ft' Ty Construction number U-value (Btuh/ft''F) Or HTM (Btuh/ft') Area (ft') or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 13 om 0 129ne 9 4. .,19 0;1554 310 194 1019 06 0 Q 11 VI/ 13A-5ocb 1A-clom 0.129 1.270 a e 4.13 40.64 2.58 60.89 0 0 0 0 0 _. 0 0 "_ _ 0 0 .. _10 0 , _ 0 0 13A-5ocb 0.1291 s 1 4.131 2.581 01 01 01 01 01 01 01 01 t� 6 c) AED excursion 1 -881 1 1087 Envelope loss/gain 1656 1370 5685 5085 12 a) Infiltration 236 66 760 214 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances @ 1200 0 0 0 0 Subtotal (lines 6 to 13) 1892 14371 1 6445 5529 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1892 1437 6445 5529 15 Duct loads 10% 10% 189 144 10% 10% 645 553 Total room load 2082 1580 7090 6082 Air required (cfm) 77 70 263 271 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wr�h�s. Right -Suite Residential6.0.101 RSR20596 2007-Jun-11 14:05:56 E:\Files\ENGLE2002\Caracas\Caracas 38\Caracas.rrp Calc = MJ8 Orientation = NE Page 4 +vttral t/rts ft- Right-J Worksheet Job: CARACAS Entire House Date: 4-4-07 By: EJH DEL AIR HTG, A/C & REFRIG. INC 1 Room name NOOK KITCHEN 2 Exposed wall 8.3 ft 0.0 ft 3 Ceiling height 10.8 ft heat/cool 10.8 It heat/cool 4 Room dimensions 1.0 x 127.5 ft 12.0 x 13.0 ft 5 Room area 127.5 ft' 156.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft' 'F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6> 13A 5ocby0 129 :n 413 '2 58 a 0 0 0` ' to ct�orrt� i f i1 270 one 40fi448:54 �rsb 0 0 0 0 " 0 x0 .,_ a..1A�1om..t : ;'„ .t?70 wne. ,,.,.4064 , ..53§9.4. �,,. 0. 0 :.� ..0, ._ i .. 0.._.0 O, y/ 13A-5ocb 0.129 a 4.13 2.58 0 0 0 0 0 0 0 0 11 � C 1A-ctom _ _ 1.270 e 40.64 60.89 _ _...... 0 0 01, . . _ 0 .. _ 0 ._. _,_ _'_0 .. Q. 13A-5ocb 0.1291 s 1 4.131 2.581 01 01 01 01 0 01 01 6 c) AED excursion 1 526 1 1 1 -85. Envelope loss/gain 1 1854 2224 1 1 160 188 12 a) Infiltration 228 64 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 1 1200 Subtotal (lines 6 to 13) 2082 2289 160 1388 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2082 2289 160 1388 15 Duct loads 1 10% 10%1 2081 229 10% 10% 161 139 Total room load 2290 2518 176 1527 Air required (cfm) 85 112 7 68 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. Right -Suite Residential 6.0.101 RSR20596 2007-Jun-11 14:05:56 E:\Files\ENGLE2002\Caracas\Caracas38\Caracas.rrp Calc = MJ8 Orientation = NE Page 5 IT AS! Right-J Worksheet Job: 4-4-07 Entire House CARACAS " "'"" Date: By: EJH EJH DEL AIR HTG, A/C & REFRIG. INC 1 Room name BDRM3 LAUNDRY 2 Exposed wall 13.0 ft 0.0 ft 3 Ceiling height 9.4 ft heat/cool 9.4 ft heat/cool 4 Room dimensions 15.0 x 13.0 ft 6.0 x 15.0 ft 5 Room area 195.0 ft' 90.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft' °F) (Stuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross NIP/S Heat Cool 6� ° E13A 5ocb a f3 1A caom�� �s 0 129� 1 270 ne r ne�� 4'13 40 6448`54 2 58 122 76 ;•106 0 439 643 274 769 0 0 0 0 0 _0 0 0' tA-c]om._,��.x�., - 1 279 �`� 53.99. 0 � .��--f3� y/ .. 13A-5ocb �__ _` 0.129 .he a -40„64, 4.13 „ 2.58 ..• 0 0 0 0 0 0 0 0 11 �—G 1A-clom 1.270 e 40.64 60.89 0. _ 0 01 Q Q ,. 0 p,. ... 0 13A 5ocb 0 129 s 4 13 2 58 0 0 0 0 0 0 0 0 1A clpT 1 270 s 40 64 30 82 0 0 0 0 0 0 0 0 13A-5ocb 0 129 sw 4 (13 2 58 0 0: 0 0 0 0 0 0; ri 6 c) AED excursion -102 -47 Envelope loss/gain 2722 1583 267 171 12 a) Infiltration 307 86 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 1 600 Subtotal (lines 6 to 13) 3030 1669 267 771 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3030 1669 267 771 15 Duct loads 10% 10% 303 167 10% 10% 27 77 Total room load 3333 1836 294 848 Air required (cfm) I 1 1 124 82 11 38 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. &�nft �;eh'cft Right -Suite Residential 6.0.101 RSR20596 2007-Jun-11 14:05:56 , E:\Files\ENGLE2002\Caracas\Caracas 38\Caracas.rrp Calc = MJ8 Orientation = NE Page 6 rr vvdght�i�f Right-J Worksheet Job: 4-4-07 S ,,,,,�,. Date: 4-4-07 Entire House By: EJH DEL AIR HTG, A/C & REFRIG. INC 1 Room name BATH3 FAMILY RM 2 Exposed wall 5.0 ft 37.0 ft 3 Ceding height 9.4 ft heat/cool 10.8 It heat/cool 4 Room dimensions 12.0 x 5.0 ft 17.0 x 22.0 ft 5 Room area 60.0 ft' 374.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft' °F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 �� > �13A 5ocb 0 129� ne{'4.a3 �y 2 58 0 0 0 0 0 0 �0 0. 1A clom 1 270 a,"ne 40'64 x48:54 0 0 0 L 0 x 0 0 0 0'. „tAcClom �,,;.. ;�. 1270 `ne _ 40.64,,. 53.94 0 ,,,� Q. _ 0„_., 0 0 0 0; y/ 13A-5ocb 0.129 a 4.13 2.58 0 0 0 0 0 0 0 0 11 —G 1A-clom _ 1.270 ..e 40.64 6.0.89 . 0 ___..0 _ ..__ 0 ._ 0....._ ..._ .._. 13A-5ocb 1 0.1291 s 1 4.131 2.581 01 01 01 01 01 of 01 01 6 c) AED excursion 101 1402 Envelope loss/gain 726 647 6561 6505 12 a) Infiltration 118 33 1004 282 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 4 920 Appliances @ 1200 0 01 0 1 0 Subtotal (lines 6 to 13) 844 681 7566 7707 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 844 681 7566 7707 151 Duct loads 10% 10% 84 68 10% 10% 757 771 Total room load 928 749 8322 8478 Air required (cfm) 34 33 308 378 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. "7 ;~�L_-'Ft Right -Suite Residential 6.0.101 RSR20596 2007-Jun-11 14:05:56 E:\Files\ENGLE2002\Caracas\Caracas 38\Caracas.rrp Calc = MJ8 Orientation = NE Page 7 F" Wht o Right-J Worksheet Job: CARACAS Entire House Date: 4-4-07 By: EJH DEL AIR HTG, A/C & REFRIG. INC 1 Room name LIV/DIN/FOY 2 Exposed wall 22.0 ft 3 Ceding height 10.8 ft heat/cool 4 Room dimensions 1.0 x 508.0 ft 5 Room area 508.0 ft' Ty Construction U-value Or HTM Area (W) Load Area Load number (Btuh/ff °F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A 5ocb0 129` one 4 13 2 58 0 00 0 1A1 om 1 270ne ;40 64 48:54 ; 0 0 0 x 0 • ,., --G � :., .,,: • ,:1.270 :ne... `40 64. ,.,. 53i94 . �. _. 0 ., . ;`': 0 0, .. T .tA�clpm�.....,. 13A-5ocb 0.129 a 4.13 2.58 . 0 0 0 0 11 _�—G 1A-clom 1.270 e 40.64 60.89 _. 0 _.... 0 ._ __. 0 13A-5ocb 0.1291 s 1 4.131 2.581 01 01 01 0 nw z <"'40164, t .4529 .0 ' ' .y ,0 < • p: 3.10 1.07 0 0 0 0 3,10 1.07 97 97 302 104 102 _175 43.46 0.00 508 22 956• 0 61 c) AED excursion 1 273 Envelope loss/gain 5649 4714 12 a) Infiltration 597 168 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances @ 1200 0 0 Subtotal (lines 6 to 13) 1 6246 5112 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 6246 5112 15 Duct loads 1 10% 10% 625 511 Total room load 6871 5623 Air required (cfm) 255 251 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrtif a �c sit Right -Suite Residential 6.0.101 RSR20596 2007-Jun-11 14:05:56 �` E:\Files\ENGLE2002\Caracas\Caracas 38\Caracas.rrp Calc = MJ8 Orientation = NE Page 8 CITY OF SANFORD PERMIT APPLICATION Permit # : 19 Job Address: 3 Date: on, Description of Work: Frp-rt. Concrete Blork SFR Total Square Footage (L 3 Historic District: NO Zoning: Value of Work: $ //Z �2_ T' 0-a Permit Type: Building X Electrical Mechanical Plumbing ________Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential _ A 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: Reside al X Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name&Address: TOusa Homes dba Engle Homes, Orlando, Inc. 11315 Corporate Blvd., #250, Orlando 32817 Phone: (407) 24A-3_-,nn Contractor Name & Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone&Fax: 407-249-350OZ407-31 3 Coiitd: Valerie/Ke Phone:407-249-3500 Bonding Company: N/A Z 14 2 �t�irsb 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 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 req irements FI ri Xaen Law, FS 713. y/97 Signature of Owner/Agent Date gnature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID Date APPROVALS: ZONING: �?_' Ll 91 C3' 1 1 UTIL: FD: Special Conditions: Rev 03/2006 C1 11���:blt. 6� AO i ao Wiliam Colby Franks Print Contractor/Agent's Name Signature of Notary -State gJ444Vatmle L Furrer MY COMMIGSION # DD205915 EXPIRES 'r7r May 25, 2007 o?` BONDED THOU TROY FAININSURANC� INC Contractor/Agent is _X_ Personally Known to Me or Produced ID ENG: BLDG: �lktl 01 Glfe 8y eXcPeds O"F POWER OF ATTORNEY Date 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 40, Block Subdivision: Kay's Landing Phase 2 Address of Job: 332 Porchester 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 Type or Print name of Certified Contractor gnature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this day of ' 2 1, by William Colby Franks, who personally appeared before me and acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. ./personally Known Produced Identification Type Identification �;Ignatuir(e o tary Public, State of Florida Kimberly Kaminer Print or Type Name of Notary Public (Seal) O'CI'F`Y Ave _ = Kimberly Kam iner N * Commission # DD425691 Expires May 4, 2009 8nndec' irc+ Fain 'Insurance, Inc. 800-385-7019 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 w' a3 D"ID JOHNSON, CFA, ASA PROPERTY -t��• APPRAISER _ :, 0 SEMINOLE COUNTY FL. `l? p 32 1 101 E. FiRsT ST m ' 5ANFORD, FL 3277t-1466 a #'•. Y; ` 407-665-7506 ,r- A n w 36 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 34-19-30-519-0000-0400 Number of Buildings: 0 Owner: TOUSA HOMES INC Depreciated Bldg Value: $0 Mailing Address: 11315 CORPORATE BLVD STE 250 Depreciated EXFT Value: $0 City,State,ZipCode: ORLANDO FL 32817 Land Value (Market): $62,000 Property Address: 332 PORCHESTER DR SANFORD 32771 Land Value Ag: $0 Subdivision Name: KAYS LANDING PHASE 1 Just/Market Value: $62,000 Tax District: S1-SANFORD Assessed Value (SOH): $62,000 Exemptions: Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $62,000 Tax Estimator SALES Deed Date Book Page Amount Vac/Imp Qualified 2006 VALUE SUMMARY CORRECTIVE 2006 Tax Bill Amount: $1,220 DEED 06/2006 06306 1619 $100 Vacant No 2006 Taxable Value: $62,000 SPECIAL 12/2005 06054 0807 $1,068,700 Vacant No DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED ASSESSMENTS Find Comparable Sales within this Subdivision LEGAL DESCRIPTION LAND Land Assess Land Unit Land Frontage Depth PLATS: Pick... Method Units Price Value LOT 40 KAYS LANDING PHASE 1 PB 67 PGS LOT 0 0 1.000 62,000.00 $62,000 41 - 43 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on JusUMarket value. littp://www.scpafl.org/web/re_web.seminole_county_title?parcel=34193051900000400&c... 3/20/2007 I = # IN gal lil 91r If no llr II 111 II III 11 III II 111 sill I IIN Permit Number MARYWE MORE, CLERK OF CIRCUIT Mgt Parcel Identification Number -I9-30-�001" UtI4M NOLE COUNTY Prepared by: Valerie Furrer / Kekalani Vazquez aK 06631 iPg OM; (1 pg )CLERK'S # 2007042361 RECORDED 03/21/2007 09s48:12 AM RECORDINS. FEES 10.00 RECORDED BY T Smith Return to: Engle Homes Orlando 11315 Corporate Blvd ste 250 Orlando,FI 32817 NOTICE OF COMMENCEMENT State of FLORIDA County of SEMINOLE The undersigned hereby gives notice that Improvement(s) will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. 1. Description of property (legal- description of the property, and street address If available) Kay's Landing Phase 1, Sec-34, Twsp-19, Rge-30, PB-67, Pages-41-43 Lot # 40 - 332 Porchester Drive in Seminole County 2. General description of Improvement(s) Single Family Residence 3. Owner information Name Engle Homes/Orlando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd. #250 Fax Number 407-281-7766 Orlando, FI 32817 Interest in Property: Fee Simple 4. Fee Simple Title Holder (If other than owner shown above) Name Telephone Number Address Fax Number 5. Contractor Engle Homes/Orrando Inc. Name 11315 Corporate Blvd #250 Address Orlando,FI 32817 6. Surety (if any) Name Address 7 a Lender (if any) Name N/A Address Telephone Number 407-281-4480 Fax Number 407-281-7766 Telephone Number Fax Number Amount of bond $ N/A Telephone Number Fax Number Persons within the State of Florida designated by Owner upon whom notices or,other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/Orrando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd #250 Fax Number 407-281-7766 Orlando,Fl 32817 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. Expiratlon date of notice of commencement (the expiration date unless,a different date is specified): one year from the date of recording Date Signed Si ature of Owner Note: per §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign in his or her stead." Sworn to and subscribed before me this "may of 20 by WILLIAM COLBY FRANKS who is X personally known to me OR produced as identification. _ � �( Q _I Signature of Notary (notarial seal to appear below) Valerie L Furrer CERtIFIED CV, ==: x_ Mveor�t�lssiol�# DD205915 EXPIRES ^' May 25, 2007 MORSE `'° Form Revised: 12/00 for 18 AqA,, , ANNE f � _;,� or c ;,r BONDED THRU TRnV FAIN INSURANCE. INC . CLERK OF tCIRC�IT COUR- -' FORM 60OA-2004R OFFICE EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CaracasE1 Builder: ENGLE HOMES Address: 35-2— rf� Permitting Office: City, State:Permit Number: Owner: � Jurisdiction Number: Climate Zone: L leen'tfal I. New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 4. Number of Bedrooms 3 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 2567 ft2 7. Glass type I 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) 325.6 ft2 _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 325.6 ft2 _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 0.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=5.0, 1582.6 W _ b. Frame, Wood, Adjacent R=11.0, 552.2 W _ c. N/A _ d. N/A _ e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 2568.0 W b. N/A _ c. N/A 11. Ducts _ a. Sup: Unc. Ret. Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft b. N/A _ 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A 14 11at'tln credl s ® �� (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 beating) Glass/Floor Area: 0.13 Total as -built points: 27479 PASS Total base points: 31213 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY:&Lzz��—D I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: L�J�✓Lc� DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code.. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) Cap: 47.0 kBtu/hr _ SEER: 14.00 Cap: 47.0 kBtu/hr _ HSPF: 8.50 4�y04 THE STgl�o�.c A R r,1,COD WE��C FORM 60OA-2004R EnergyGaugeO 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2567.0 24.35 11251.0 1.Single, Clear W 1.3 5.6 31.7 57.68 0.93 1698.0 2.Single, Clear NE 1.3 6.6 18.5 47.10 0.95 830.0 3.Single, Clear N 1.3 6.6 19.0 30.19 0.96 551.0 4.Single, Clear NW 1.3 6.6 18.5 40.72 0.95 718.0 5.Single, Clear W 1.3 4.8 18.9 57.68 0.90 982.0 6.Single, Clear S 1.3 7.0 31.7 48.22 0.93 1415.0 7.Single, Clear E 24.0 10.0 44.0 63.97 0.38 1070.0 8.Single, Clear S 9.0 8.0 27.0 48.22 0.55 713.0 9.Single, Clear E 1.3 5.2 6.9 63.97 0.92 404.0 10.Single, Clear S 11.0 10.0 44.0 48.22 0.55 1170.0 11.Single, Clear N 5.0 5.5 9.0 30.19 0.74 200.0 12.Single, Clear E 1.3 1.9 8.3 63.97 0.65 343.0 13.Single, Clear E 1.3 7.0 32.1 63.97 0.96 1965.0 14.Single, Clear S 11.0 10.0 16.0 48.22 0.55 425.0 As -Built Total: 325.6 12484.0 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 552.2 0.70 386.5 1. Concrete, Int Insul, Exterior 5.0 1582.6 1.00 1582.6 Exterior 1582.6 1.90 3006.9 2. Frame, Wood, Adjacent 11.0 552.2 0.70 386.5 Base Total: 2134.8 3393.5 As -Built Total: 2134.8 1969.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Insulated 48.0 4.80 230.4 Exterior . 48.0 4.80 230.4 Base Total: 48.0 230.4 As -Built Total: 48.0 230.4 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2567.0 2.13 5467.7 1. Under Attic 30.0 2568.0 2.13 X 1.00 5469.8 Base Total: 2567.0 5467.7 As -Built Total: 2568.0 5469.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 193.8(p) -31.8 0.0 1. Slab -On -Grade Edge Insulation 0.0 193.8(p -31.90 0.0 Raised 0.0 0.00 0.0 Base Total: 0.0 1 As -Built Total: 0.0 0.0 EnergyGauge@ DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2567.0 14.31 36733.8 2567.0 14.31 36733.8 Summer Base Points: 57076.4 Summer As -Built Points: 56887.1 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 47000btuh ,SEER/EFF(14.0) Ducts:Unc(S),Unc(R),Int(AH),R6.0(INS) 56887 1.00 (1.09 x 1.150 x 0.85) 0.244 1.000 14809.3 57076.4 0.3250 18549.8 56887.1 1.00 1.069 0.244 1.000 14809.3 EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 r . FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:, , , PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 2567.0 9.11 4209.0 1.Single, Clear W 1.3 5.6 31.7 13.25 1.01 423.0 2.Single, Clear NE 1.3 6.6 18.5 14.70 1.00 272.0 3.Single, Clear N 1.3 6.6 19.0 15.07 1.00 285.0 4.Single, Clear NW 1.3 6.6 18.5 14.97 1.00 276.0 5.Single, Clear W 1.3 4.8 18.9 13.25 1.01 253.0 6.Single, Clear S 1.3 7.0 31.7 9.90 1.02. 319.0 7.Single, Clear E 24.0 10.0 44.0 12.37 1.30 708.0 8.Single, Clear S 9.0 8.0 27.0 9.90 1.94 519.0 9.Single, Clear E 1.3 5.2 6.9 12.37 1.02 86.0 10.Single, Clear S 11.0 10.0 44.0 9.90 1.92 835.0 11.Single, Clear N 5.0 5.5 9.0 15.07 0.99 134.0 12.Single, Clear E 1.3 1.9 8.3 12.37 1.09 112.0 13.Single, Clear E 1.3 7.0 32.1 12.37 1.01 401.0 14.Single, Clear S 11.0 10.0 16.0 9.90 1.92 303.0 As -Built Total: 325.6 4926.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 552.2 1.80 994.0 1. Concrete, Int Insul, Exterior 5.0 1582.6 2.90 4589.5 Exterior 1582.6 2.00 3165.2 2. Frame, Wood, Adjacent 11.0 552.2 1.80 994.0 Base Total: 2134.8 4159.2 As -Built Total: 2134.8 5583.5 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Insulated 48.0 5.10 244.8 Exterior 48.0 5.10 244.8 Base Total: 48.0 244.8 As -Built Total: 48.0 244.8 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2567.0 6.64 1642.9 1. Under Attic 30.0 2568.0 0.64 X 1.00 1643.5 Base Total: 2567.0 1642.9 As -Built Total: 2568.0 1643.5 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 193.8(p) -1.9 0.0 1. Slab -On -Grade Edge Insulation 0.0 193.8(p 2.50 0.0 Raised 0.0 0.00 0.0 Base Total: 0.0 1 As -Built Total: 0.0 0.0 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2567.0 -0.28 -718.8 2567.0 -0.28 -718.8 Winter Base Points: 9537.1 Winter As -Built Points: 11679.1 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points. Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 47000 btuh ,EFF(8.5) Ducts: Unc(S),Unc(R),Int(AH),R6.0 11679.1 1.000 (1.078 x 1.160 x 0.87) 0.402 1.000 5125.2 9537.1 0.5540 5283.5 11679.1 1.00 1.093 0.402 1.000 5125.2 EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2460.00 7380.0 50.0 0.90 3 1.00 2514.67 1.00 7544.0 As -Built Total: 7544.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18550 5284 7380 31213 14809 5125 7544 27479 MM �yo� zKE s7.4T�o� � � a f�o �o EnergyGauge"" DCA Form 60OA-2004R EnergyGaugeOFIaRES2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1 /2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1 607.1 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-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 1 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 88.0 The higher the score, the more efficient the home. 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 2567 ft2 _ 7. Glass type I 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) 325.6 ft2 _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 325.6 ft2 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 0.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=5.0, 1582.6 ft2 _ b. Frame, Wood, Adjacent R=11.0, 552.2 ft2 _ c. N/A _ d. N/A _ e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 2568.0 ft2 _ b. N/A _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 47.0 kBtu/hr SEER:14.00 _ Cap: 47.0 kBtu/hr _ HSPF: 8.50 Cap: 50.0 gallons EF: 0.90 y yo4 zxE ST0 � a kZ D WB � *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar designation), your home may qualify for energy efficiency mortgage (EEM incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at 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. I Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on a es 2&4. EnergyGauge® (Version: FLON v4.5) Project Summary Job: CARACAS 1 Date: 4-4-07 Entire House By: EJH DEL AIR HTG, A/C & REFRIG. INC "I �sb x q' a z. Pro ect:.lnform'ation ., �s� �.. For: ENGLE HOMES, LOT 39 OVIDEO FOREST Notes: - �t�'v'���g .dam �. ,k:'s�sas: cr \"Lx x+�ti�'-;�.,::'.•^^as '�:xa�3.s ::_` ,.az�,t: "„...,�:.,. yDes�gnlnformation,s m 06" Orlando, FL, US Winter Design r28'F ons Outside db 42 °F Inside db 70 °F Design TD Heating Summary 34064 Btuh 3406 Btuh (75 cfm) 2310 Btuh on 0 Btu 0 Btu..',- 39780 B � , Infiltration ' Structure Ducts Central vent Humidification Piping Equipment I Method Construction quality Fireplaces N Area (ftz) A n aung y,00nng 2567 Volume (W) 26192 26192 Air changes/hour 0.32 0.16 Equiv. AVF (cfm) 140 70 Heating Equipment Summary Make LENNOX Trade Model 10 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat HSPF i h Summe"r:Design Conditions Outside db 93 °F Inside db r/ 75 of Design TD ;, J 18 °F Daily range"' M ReI tive,'h'.midity 50 % 0 i'sture difference 43 gr/lb Sensible Cooling Equipment Load Sizing LStructure 30.531--�,Rtuh 1 ts tral vent (75 cfm) s� 1485 Ner.' 0 Use manufacturer's data,-' Rate/swing multiplier 1.06 Equipment sensible load9 &- Latent Cool ing"Equipment L Sd Sizing f>, Structure i;r 260 Btuh Ducts 2866 Btuh Central vent ( 'cfrn)Y „: 2212 Btuh Equipment I ten load 8337 Btuh Equipmee otal I ad 43407 Btuh q-fatal city:>at 0.80 SHR 3.7 ton fooling Equipment Summary ak" � LENNOX '':,Trade Cond oil, E I iency 14 EER Sensible cooling 37600 Btuh 'F Latent cooling 9400 Btuh Total cooling 47000 Btuh ,,Actual air flow 1600 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.40 in H2O toad sensible heat ratio 0.81 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 7R'1;t' lb'fC Right -Suite Residential 6.0.107 RSR20596 2007-Apr-0518:04:37 E:\Files\ENGLE2002\Lot390FCaracasEl\Lot390FCaracasEl.rrp Calc = MJ8 Orientation = NE Page 1 CARA System Summary Job: 4-4-07 AS Duct S Y � Date: -a-07 Entire House By: EJH DEL AIR HTG, A/C & REFRIG. INC Pro�ect�lnformation� ON .i For: ENGLE HOMES, LOT 39 OVIDEO FOREST External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.636 in/100ft 1600 cfm 54 ft Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.636 in/100ft 1600 cfm Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) Rect Size (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BDRM3 h 2916 125 87 2.576 6 Ox 0 VIFx 13.2 0.0 LAUNDRY c 844 11 40 6.296 4 Ox 0 VIFx 5.4 0.0 LIV/DIN/FOY-A c 2800 128 133 4.857 6 Ox 0 VIFx 7.0 0.0 BATH3 c 746 35 36 1.789 4 Ox 0 VIFx 19.0 0.0 STUDY h 5786 247 191 1.417 9 Ox 0 VIFx 24.0 0.0 NOOK c 2508 86 119 0.819 6 Ox 0 VIFx 41.5 0.0 3 FAMILY RM c 3577 140 170 0.749 7 Ox 0 VIFx 45.4 0.0 3 KITCHEN c 1521 7 72 1.000 5 Ox 0 VIFx 34.0 0.0 3 LIV/DIN/FOY c 2800 128 133 0.924 6 Ox 0 VIFx 36.8 0.0 3 FAMILY RM-A c 3577 140 170 0.983 7 Ox 0 VIFx 34.6 0.0 3 MBATH h 1821 78 75 0.731 5 Ox 0 VIFx 46.5 0.0 2 MBDRM-A h 3303 141 124 0.636 7 Ox 0 VIFx 53.5 0.0 2 MBDRM h 3303 141 124 0.751 7 Ox 0 VIFx 45.3 0.0 2 MWIC h 2454 105 45 0.669 6 Ox0 VIFx 50.8 0.0 2 WATER CLOSET c 87 2 4 1.027 4 Ox 0 VIFx 33.1 0.0 2 BATH2 c 130 3 6 1.273 4 Ox 0 VIFx 26.7 0.0 1 BDRM2 h 1951 83 69 1.118 5 Ox 0 VIFx 30.4 0.0 1 �0 Supply'TrunkDetailTable j ��. � _� ��.r Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 553 447 1.118 517 14 0 x 0 VinlFlx 2 Peak AVF 467 371 0.636 594 12 0 x 0 VinlFlx 1 3 Peak AVF 501 666 0.749 623 14 0 x 0 VinlFlx �wrlthts f Right -Suite Residential 6.0.101 RSR20596 2007-Apr-05 18:07:20 E:\Files\ENGLE2002\Lot390FCaracasEl\Lot390FCaracasEl.rrp Calc = MJ8 Orientation = NE Page 1 AED Assessment Job: CARACAS Date: 4-4-07 Entire House By: EJH DEL AIR HTG, A/C & REFRIG. INC For: ENGLE HOMES, LOT 39 OVIDEO FOREST Location: Orlando, FL, US Elevation: 0 ft Latitude: 28°N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Indoor: Heating Cooling Indoor temperature (°F) 70 75 Design TD ('F) 28 18 Relative humidity (%) 30 50 Cooling Moisture difference (gr/lb) 1.1 43.4 93 Infiltration: 17 (M) 76 7.5 �....z. ,,rll.. Test for �►dequate Exposure Diver,,,sity- .... ,: _. . Hourly Glazing Load Hour of Day / H- y 0 Average / AED Imtt Maximum hourly glazing load exceeds average by 44.9%. House does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 1889 Btuh (PFG - 1.3*AFG) �/1rn hts i Right -Suite Residential 6.0.101 RSR20596 2007-Apr-OS 18:04:37 %IGt E:\Files\ENGLE2002\Lot390FCaracasEl\Lot390FCaracasEl.rrp Calc = MJ8 Orientation = NE Page 1 ri�ha :* Right-J Worksheet "' Entire House DEL AIR HTG, A/C & REFRIG. INC Job: CARACAS Date: 4-4-07 By: EJH 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area Entire House 193.8 ft 10.2 It d 2567.5 ft' BDRM2 12.0 ft 9.4 It heat/cool 1.0 x 174.0 It 174.0 ft' Ty Construction number U-value (Btuh/ft' °F) Or HTM (Btuh/ft') Area (ft') or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat I Cool Gross I N/P/S Heat I Cool Gross N/P/S Heat Cool 13A-5ocb 0.129 40 0.1291 s 1 3.611 2.581 401 211 771 55 0 01 01 6 c) AED excursion 1 1889 -86 Envelope loss/gain 29761 25968 1525 1237 12 a) Infiltration 4302 1383 248 80 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 0 0 Appliances @ 1200 2 1800 0 0 Subtotal (lines 6 to 13) 34064 30531 1 1774 1317 Less external load 0 0 0 0 0 0 Less transfer 0 0 0 0 0 0 14 Redistribution Subtotal 34064 30531 1774 1317 15 Duct loads 10% 10% 3406 3053 10% 10% 177 132 Total room load 37470 33584 1951 1449 Air required (cfm) 1 1 1600 1600 1 83 69 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. WhX-15C?I'C Right -Suite Residential 6.0.101 RSR20596 2007-Apr-05 18:04:38 E:\Files\ENGLE2002\Lot390FCaracasEl\Lot390FCaracasEl.rrp Calc = MA Orientation = NE Page 1 r�r ofi Right-J Worksheet Job: CARACAS Entire House Date: 4 4-07 By: EJH DEL AIR HTG, A/C & REFRIG. INC 1 Room name BATH2 STUDY 2 Exposed wall 0.0 ft 35.4 ft 3 Ceiling height 9.4 ft heat/cool 9.4 ft heat/cool 4 Room dimensions 6.0 x 12.0 ft 1.0 x 207.0 ft 5 Room area 72.0 ft° 207.0 ft2 Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft? °F) (Btu/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 ? N/G 13A5ocb 1 A c1 om a 1A-41om.`. ..� 13A-5ocb 0 129 1 270 1.27,0„ 0.129 kne : ne wne, a 3 61 35 56 . =35 56 3.61 2'58 f 48:54 _ ,..53:94 2.58 0 0 0 0 0 �. K,0- 0 0 _' . �0` 0 0 �:� .. 00.e 0 56 40 56 ,u�a„0 21 204 ,a�� ` 0: 77 14'6' _`0 55 1. 1 � 1A-clom _ _ 1.270 e 35.56 60.89 0 0 0 0 19 1 658 1078 13A-5ocb 1 0.1291 s 1 3.611 2.581 01 01 01 01 401 211 771 551 6 c) AED excursion -8 -109 Envelope loss/gain 65 118 4526 3409 12 a) Infiltration 0 0 734 236 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 0 0 Subtotal (lines 6 to 13) 65 118 1 5260 3645 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 65 118 5260 3645 15 Duct loads 10% 10% 6 12 10% 10% 526 364 Total room load 71 130 5786 4009 Air required (cfm) 3 6 247 191 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrtMlFCc Ft Right -Suite Residential 6.0.101 RSR20596 2007-Apr-05 18:04:38 E:\Files\ENGLE2002\Lot39OFCaracasEl\Lot39OFCaracasEl.rrp Calc = MJ8 Orientation = NE Page 2 Wfr Right-J Worksheet Job: CARACAS °""""'' Entire House Date: 4-4-07 By: EJH DEL AIR HTG, A/C & REFRIG. INC 1 Room name MWIC WATER CLOSET 2 Exposed wall 23.0 ft 0.0 ft 3 Ceiling height 9.4 ft heat/cool 9.4 ft heat/cool 4 Room dimensions 7.0 x 16.0 ft 6.0 x 8.0 ft 5 Room area 112.0 ft' 48.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Stuh/ft? °F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 a 13A-5ocb� `.gyp 0 129ne one t� 3 61 2.58150 �150 543388 0 0 0- 0: 1A1omx 1 270 3556 48:54 0 0 0 r 0 0 0 A 0, Q x,.1.270 ne; .3556... 53:94 _....: ,0.. , ... 0 .. ;. 0 ..u= _.. 0 , a 0 `, ...0 _ .,<, 0_ 0 11 I_ -G L 1 A-cl om I 10.270 .129I e I 35.56 I 60.89 I 01 0 01 0 0 01 0 0 13A-5ocb 0.1291 s 1 3.611 2.581 01 01 01 0 01 01 6 c) AED excursion 1-56 -5 Envelope loss/gain 1756 698 43 79 12 a) Infiltration 475 153 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 0 0 Subtotal (lines 6 to 13) 2231 851 1 43 79 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2231 851 43 79 15 Duct loads 1 10% 10% 223 85 10% 10% 4 8 Total room load 2454 936 47 87 Air required (cfm) 105 45 2 4 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. + w.t" ,_Cj Right -Suite Residential 6.0.101 RSR20596 2007-Apr-05 18:04:38 E:\Files\ENGLE2002\LOt39OFCaracasE1\Lot39OFCaracasEl.rrp Calc = MJ8 Orientation = NE Page 3 +Right-.1 Worksheet Entire House DEL AIR HTG, A/C & REFRIG. INC Job: CARACAS Date: 4-4-07 By: EJH 1 Room name MBATH MBDRM 2 3 Exposed wall Ceiling height 10.0 ft 9.4 ft heat/cool 28.0 ft 10.8 ft heat/cool 4 Room dimensions 14.0 x 10.0 It 19.0 x 16.0 It 5 Room area 140.0 ft' 304.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (W) Load number (Btuh/ff °F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (h) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A 5ocb �'r0129 1A om 270 ' ne ne 3 61 35 56 2 58 48:54 ' _ 9475 0 0 271, 0 194� 0 " 0 0 0 r 0 0 0`. c1 1A..e1om,.c, t�1 },1.270 z ne„ ..., 35.5,6. --x53'.94 2N 19 ,.'' 0 .. .1 102 "....1019 a 0 _.....,,,. 0 <. ... 0 ` s�,...., Q: .' ...,. 13A-5ocb 0.129 e 3.61 2.58 0 0 0 0 0 0 0 0 11 1 A-c 1 om 1.279.. _. a .. . 35 56.... 60 89.. _,,. ... D 0 ...::, .. .0 ;:.F ... ...: ,. .-- ..... 0 ,.. ,.... _... , ., 13A-5ocb 0.1291 s 1 3.611 2.581 01 01 01 01 0 01 01 6 c) AED excursion -941 1 628 Envelope loss/gain 1449 1365 1 5340 4282 12 a) Infiltration 207 66 1 665 214 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances @ 1200 0 0 0 0 Subtotal (lines 6 to 13) 1656 1431 6005 4726 Less external load 0 0 0 0 0 Less transfer 0 0 0 0 0 14 Redistribution Subtotal 0 1656 0 1431 6005 4726 1151 Duct loads 1 10% 10%1 1661 143 10% 10% 600 473 Total room load I 1 1 1821 1574 6605 5198 Air required (cfm) 78 75 1 1 282 948 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ,&Nnii � � >'t c7!f C Right -Suite Residential 6.0.101 RSR20596 2007-Apr-OS 1 Page 4 S' E:\Files\ENGLE2002\Lot390FCaracasEl\Lot390FCaracasE1.rrp Calc = MJ8 Orientation = NE Page 4 rwlool ' Right-J Worksheet Entire House DEL AIR HTG, A/C & REFRIG. INC Job: CARACAS Date: 4-4-07 By: EJH 1 Room name NOOK KITCHEN 2 Exposed wall 8.3 ft 0.0 ft 3 Ceiling height 10.8 ft heat/cool 10.8 ft heat/cool 4 5 Room dimensions Room area 1.0 x 127.5 ft 127.5 ft' 12.0 x 13.0 ft 156.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft?'F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V 13A 5ocb K; 1 A-c1 om _1A clam. 13A-5ocb 0 129 1270 0.129 nee nen a 3 61 35 56� 3.61 2`58 P 48 540A 2.58 0 0 0 0 0 0 0 0 - 0 0..,-. 0 0 0 0.. 0 0' 0 O.z,.....__Q..4. 0 e 0 0, Y 0 0 0 p; q 0 11 _ C 1A-c1om _ 1.270 e 35.56 60.89 0 0 0 0 0 0 0 0 13A-5ocb 1 0.1291 s 1 3.611 2.581 01 01 01 01 01 01 01 01 61 c) AED excursion 517 -90 Envelope loss/gain 1622 2215 140 183 12 a) Infiltration 200 64 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 1 1200 Subtotal (lines 6 to 13) 1 1822 2280 1 140 1383 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1822 2280 140 1383 15 Duct loads 10% 10% 182 228 10% 10% 14 138 Total room load 2004 2508 154 1521 Air required (cfm) 86 119 7 72 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrp�h Right -Suite Residential 6.0.101 RSR20596 2007-Apr-05 18:04:38 .CC-*- E:\Files\ENGLE2002\Lot390FCaracaSEl\Lot390FCaracasEl.rrp Calc = MJ8 Orientation = NE Page 5 Righter Worksheet Job: CARACAS 4-4-07 Entire House Date: By: EJHJIH DEL AIR HTG, A/C & REFRIG. INC 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area BDRM3 13.0 ft 9.4 ft heat/cool 15.0 x 13.0 ft 195.0 ft' LAUNDRY 0.0 ft 9.4 ft heat/cool 6.0 x 15.0 ft 90.0 ft' Ty Construction number U-value (Btuh/ft? °F) Or HTM (Btuh/ft2) Area (ft') or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 613A-5ocb 11 y/ I---C toc1om 13A-5ocb 1om 0 129 1270 ''...1270 0.129 1.270 ne ne ; net e a 3i61y 3556 4,. ;3556, 3.61 35.56 2:58 48.54 .... 53 0,4," 2.58 60.89 4, 122 16 „0 0 ._.... _ 06 0 .<...�<0. 0 ......_......0 384 563 0 0 .9.._'___, 274 769 0 0 .. 4 � 0 = 0 0 0 .. . " .-Q r „0 0 ,.., u—. P, fi 0 x,,`0 0 ., .., m,.. P p 0 0 Q 13A-5ocb 1 0.1291 s I 3.611 2.581 01 01 01 01 01 01 01 01 6 c) AED excursion -109 -50 Envelope loss/gain 2382 1576 234 167 12 a) Infiltration 269 86 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 1 600 Subtotal (lines 6 to 13) 1 2651 16631 1 234 767 Less external load 0 0 0 0 Less transfer 0 0 0 0 14 Redistribution Subtotal 0 2651 0 1663 0 234 0 767 15 Duct loads 10% 10% 265 166 10% 10% 23 77 Total room load 2916 1829 257 844 Air required (cfm) 125 87 11 40 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wwt-ugh G 4�g F Right -Suite Residential 6.0.101 RSR20596 2007-Apr-05 18:04:38 ✓ E:\Files\ENGLE2002\Lot390FCaracasEl\Lot390FCaracasEl.rrp Calc = MJ8 Orientation = NE Page 6 ltt Ntt�' Right-J Worksheet Job: CARACAS "" " Entire House Date: By: EJH EJH DEL AIR HTG, A/C & REFRIG. INC 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area BATH3 5.0 ft 9.4 ft heat/cool 12.0 x 5.0 ft 60.0 ft' FAMILY RM 37.0 ft 10.8 ft heat/cool 17.0 x 22.0 ft 374.0 ft' Ty Construction number U-value (Btuh/ft?'F) Or HTM (Btuh/ft') Area (ft') or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross I N/P/S Heat Cool 6 11 413A 5ocli 30 13A-So b. "',',,�. �129 .. ,.?.0.129 1 270, , to e - e�>„ 3 61 33656.,. , 35.56 2.58x 5398. _ 60.89 0 n�000 0 0 0 r 0 0 0 0 �� 0 0§ H,•.00 .,, „0 0 0 „.� 00 0 a ;?00 , 0 13A-5ocb 0.1291 s 1 3.611 2.58 01 01 01 01 01 0 6 c) AED excursion 981 1 1000 Envelope loss/gain 635 645 5102 5300 12 a) Infiltration 103 33 879 282 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 4 920 Appliances @ 1200 0 0 0 0 Subtotal (lines 6 to 13) 739 678 1 5981 6503 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 739 678 5981 6503 15 Duct loads 10% 10%, 74 68 10% 10% 598 650 Total room load 812 746 6579 7153 Air required (cfm) 35 36 281 341 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. w1?11? Right -Suite Residential6.0.101 RSR20596 2007-Apr-0518:04:38 E:\Files\ENGLE2002\Lot390FCaracasEl\Lot390FCaracasE1.rrp Calc = MJ8 Orientation = NE Page 7 + , hP Right-.1 Worksheet Entire House DEL AIR HTG, A/C & REFRIG. INC Job: CARACAS Date: 4-4-07 By: EJH 1 Room name LIV/DIN/FOY 2 Exposed wall 22.0 ft 3 Ceiling height 10.8 ft heat/cool 4 Room dimensions 1.0 x 508.0 ft 5 Room area 508.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area Load number (Btuh/ft''F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Y �13A,5ocb�0 1 A c1 om l29 270 1.. one ne 3 61 35 56 pa 258"0 48 54 0' 0 0� z _ 0 g 1270..he. .,3 56 � ..5394 ...1..0 w00 0 ... �... ...0. _ .0�.. '�. ,... , ._. ...,.. _. Y—G 13A-5ocb 0.129 a 3.61 2.58 0 0 0 0 11 to-clom 1.270 e 35.56 60.89 ..... 0 _ _... 0 13A-5ocb 0.1291 s 1 3.611 2.58 01 01 0 61 c) AED excursion 1 253 Envelope loss/gain 4943 4694 12 a) Infiltration 523 168 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances @ 1200 0 0 Subtotal (lines 6 to 13) 5465 5092 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 5465 5092 15 Duct loads 1 10% 10% 547 509 Total room load 6012 5601 Air required (cfm) 257 267 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrnllhr.f Right -Suite Residential 6.0.101 RSR20596 2007-Apr-05 18:04:38 E:\Files\ENGLE2002\Lot390FCaracasEl\Lot390FCaracasEl.rrp Calc = MJB Orientation = NE Page 8 v c s5 1z 0 .. `N ct'\ ; S QfL .•Y IIRt W SL x6 14V ` Q C { FSi N 1 ' 12x6M c5d�j2x6 i.cd 125 8 -i ;` Q l\ fl > u i ' 9 O ypac - m �c a-r s•s 6•VA V • 12U _ 7 W ,• 4' bath duct g i loxla 4-d � 10.6�1.cd o roof cap lTo- w/fan-light ror 16' ex l.m Nutone 763RLNB s 3 7- 1 lexle r.p 5 . • 6• iJ 12' fir' lox I.c a'7::.,... 4 75 �{ i L.S... ' vo 1Ox10 4wcd„ „ Bx4 l.c 3' bath duct r = S = �Ox6 lwcd o roof cap (n zo m Y Q W LJ W w/fan N 6' Nutone 696RNB AW in{ 6' i W W O\ 6• O cD r- 14' o• 4" 10x6 lwcd 70 ' i � Q � 0 r< 4 � lOx6l1135 nog R N B• 14' 12x12 1Ora (1J 1Gx10 rap �4 B t.....: 33 1444 rap 40 ........... 8 IOx6 I.cd ...... _.... - Bx4 1. -12' d W. 6• spy � —T N to A j 14 �� -G N 8 C t 6 1 ic�drs -+� tz-�-- �rN b 4' 30x r a a0 n Ir- 0 �D a u m la rn sr— Zn D — VQ) iUd 0 (4- 19• 4' drduct CPI r r (� W W 0 [[ 148Ircd !/droep tz F LA- O \ 3 (`•) 41 3C z WJ .. `rif � = (n Q QI O W N � 4.0 TON V/10KV e240V IPH W U M W O 191c19 PLEN �' —I Q Q Q platform by bldr { C LD w z Q 0 > O ff W U _J O "0 i scale Rating z o r 6E 'n m > z o Z Q iL . J Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value, 7 J O� IIICL J N Q 0 m CCL CONSULTANTS, INC. AUTHORIZATION #L85610 ENGINEERS SURVEYORS PLANNERS 2603 MAITLAND CENTER PARKWAY SUITE C MAITLAND, FL 32751 (407) 660-2120 POMPANO BEACH ORLANDO TAMPA JUPITER WWW.CCL-POMPANO,COM ENGLEKAY' S LANDING PHASE I" BEARINGS BASED ON THE WEST LINE NATIONAL FLOOD INSURANCE PROGRAM OF THE NORTHEAST 114 OF SECTION 34, COMMUNITY NUMBER 12117C TOWNSHIP 19 SOUTH, RANGE 30 EAST, PANEL NUMBER 0040 E SEMINOLE COUNTY, FLORIDA, BEING MAP REVISION 411711995 FLOOD ZONE N00'14'40"W, AN ASSUMED MERIDIAN X NO BASE FLOOD ELEVATION SHOWN. O INDICATES 5/8" IRON ROD SET WITH NUMBER L E G E N D L85610 CAP, UNLESS OTHERWISE NOTED L.B. LICENSED BUSINESS i R- RADIUS NLD = SET NAIL AND DISC LB#5610 L- ARC DISTANCE A- CENTRAL ANGLE PC = POINT OF CURVATURE PCC = POINT OF COMPOUND CURVATURE A/C - AIR CONDITIONER SLAB q - CENTERLINE P1 - POINT OF INTERSECTION PRC POINT OF REVERSE CURVATURE O.E.. DRAINAGE EASEMENT L.M.E. - LAKE MAINTENANCE EASEMENT ® - PROPOSED LOT ELEVATION U.E. s UTILITY EASEMENT F.F. FINISH FLOOR SCALE: I" = 30• LOCATION SKETCH (NOT TO SCALE) LOT: 8,110tsq.ft. I 1 Cl: L V E WF RI= .0 R=7757500' " T 0 S N F5 L=71.16' LOT 41 1 CHORD BEARING=N04'12'32"W 34.2 1 CHORD=71.14 35.4 125.54' 36.8 83'09' 38" E RADIAL N 5' D.E. io — Jti _- _A/CPo B.S. � Q Z -------- _ d 24-tT' oti 70.00' O W "1 "CA RACAS" "l „ o I = m V O N ELEVATION 50.00' x 70.00' o N IV LOT ' 14 0 F.F. ECEV. 3159tsq. J • = 6.25• I a o LOT 46 B. 67 p 7.32 4; 17').5.67 L l Cn A 31.28' 5' B.S. V Vl I Al 36.7 v 89*52'58" 0 5' D.E. W (NON —RADIAL) — 129.75 36.7 25' LOT 47 35.6 34.4 R-775.00 1 L=19.76 LOT 39 4--1'2740" P. T. I NOTE: LEGAL DESCRIPTION.BUILDING WILL BE STAKED AS SHOWN Lot 40, Kays Landing Phase 1, according to the Plot thereof, as recorded in PlatBook 67, of Page 41-43, of the Public Records, Seminole County, Florida. 0 NOTES: (SKETCH AND LEGAL ONLY, NOT A SURVEY) 0 1. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED THIS DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMA77ONAL PURPOSES BY CCL CONSULTANTS INC. FOR EASEMENTS AND RIGHTS -OF -WAY OF O ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS R£CO!4C, TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING J. DATA Sh'OWN .IEREOL•1,iiAs COtiiPILED FROM OTHER Ln PARTY OR PAR77ES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PAR77ES IN57R1iM'EN715 AND DOES NOT CONSTITUTE A FIELD SURVEY AS SUCH' :.^ - REVISIONS DATE BY PLOT PLAN 3/19/07 JAMF- 4 - ^R ALD W. 'HERR PLS ROFESSIOt4AL SURV 'Y09 and MAPPER #4907 STATE OF FLORIDA DATE OFJSK I qH• a z DRAWN CHECKED FIELD 3/19/0T" .QY Jq! BY RWH 800K N/A .F vtl 0akr dge PRO WAR Sophisticated Design' A, Dimensional Performance O C % Tlie netted colul `L\lendsaiul subtle ' " of °oc, PQ shadows featured in Oakridge`PP.O 30ct w , s Raliingles add depf it andidintensiorn41 to Yoilr hti nc. T��`o asl)li It Shin lei WhIva toti,h Fibel la;-- matey k `i core arcs 1)otl(Iecf to ,edier and °covered in colorful, ` �.° 4 dmlhlesLiifue :ianitles. -3 ® y. C> tl.rid PRO 10 AR shingles cams• a separate ' Xli cE Pe415tmice Limited �Iarrant� •„ • �U year limited _tirarrantv:: u se DLtiableh seathet ng �-racte asphalt composition . e TO'mipu IXindEesistance Luniied Ilanantys helps4 p en ure perfornfance vw - Class A CL Fire Parini=the 1dust�s ,. higliest ratan , 4 m vJ, s Enhanced crarranr< protectioi) and d ®o extended peribd of non -prorated " Ti-d Mtectton coverage: of 10 Veais`, • I, ttlr optional Scctenr° d aiitage ROPING Limited°ttarr�rntc,` �w a Q. s r t 4v Tlie�cch°itectzcfaC'Sesies 3 All Ott ens Corning architectural Series products are o designed and-endrileered.to help yowcreate a dtstincti4e, �_ 'one of a kind' style for cour'home's extenor. - 3k g Produ41 ct Spea. icat,ons Nominal size a. 13%" z'38'/+ .. Exposure 'Shinglesiper_squarey; r 66 ;- • un des per square '�;. t` v- '�a_ 3 'Covercge per square A 99.9sq ft - %steel fot;lxceltence 4, F, , " All Owens Coming shingles are heavily tested to meet or`' exi eed applicable stcndords measuring'hre coverage -, - - and wind resistance: '= _ `Applicable�5tandardsa& Codes � #� �; „ .� ' ASTnA D'3462 ASTM D 228 _ ASTM E.108, Class A, ,-'ASTM'D 3161 " UL•997 " ° ASTM D 3018, Type 1 Florida Budding Code . ■'� �1 �i2,?` Plant ■_ ,° Setroice Areas:' # V-J=up (SouthJ, MD ;3 lacksonv(lle , b - 5 6. At/onto, CA- , 7. 'See actuual wcrren(v, for deG Jlimii6tfons and. mend � � ems, � � � � -'�� �,;• gig, '.Ogg 4 °ate Mv k 14. 4 -{ � ., ;_T 03/26/02 TUE 15:51 FAA 4UiJ8U1JOZ =-" jMt=99 PANVEST GROUP N. T IICHUNG BRANca j? t i V 9 10 4 91 Hn 9, lid. f0,-Industrial Pack, Taichung C4 Talwan 701; 886-4-359.3508 Fax: 888-4-359-3U47 LEI CHU ENTERPRISE CO., LTD. EmgiL. IBIelttma>hitud nct. February 3, 1999 SUBJECT: 1" to 3"x .120" Smooth or Ring Shank Electro-Galvanized Nail Wire Diameter:.120 +/- .001" Length:.875" 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: Electro Galy, w/ 6-8 microns chromate The above mentioned nails made for Interchange Brand meet ASTM641-92 and ore Class 1 galvanized. �-' ceur�e eio•�� rK UW NS CORNING 2-A 419 248 7354 TO 913213481001 P.05/34 File •'R24'SS •page'T1-T'of issued: 6/15/2001 TEST RECORD NO. 1 WIND RESISTANCE TFST: METHOD The tests were conducted at 1 in. in six incline in accordance with the equipment and procedures as described in Protocol PA lo7_ Throughout the test, observations were made to note the condition of the shingles. The test panels were constructed of nominal 1/4 in. thick plywood decking material and measured 50 in. wide by 66 in. long. Nominal 2 by 4 in, dimcusional lumber provided the support and rigidity required for handling. The plywood was secured to the support lumber with ad nails. One layer of Underwriters Laboratories Classified Type 30 asphalt saturated felt (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 roofag.nails:per shingle by Underwriters 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 a:t.an incline of one verticals 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 140°F for a .continuous period of 16 h. After conditioning the panels were allowed to cool to room temperature again while maintaining a one•in six incline. Two tests were conducted, unless the first test results. yielded unsuccessful 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 R Rowan Sr, project Engineer MR/DM:lib ISMS Reviewed by: -.ram Douglas C Miller Engineering Group Leader = TAMKO* NO..15 .UL felt features a premium quality TAMKO organic felt (non -perforated) that is saturated with asphalt. Accepted for use as an underlayment felt to be applied over the deck prior to the installation of TAMKO asphalt shingles. Underwriters Laboratories Built -Up Type 15 Label . ASTM D 226,.Type l . Roll Dimensions Cbverage per roll Laying Lines 'All values stated as nominal 144' X 36' 4 Squares 2', B-1/2', 11-1/4-, iT CAUTION: The National Institute for Occupational Safety and Health (NIOSH) has corduded that fumes of heated asphalt are a potential Occupational carcinogen. Do not heat or bum this product. K MM:j U Visit our Web Site at www.tamko.com aerzaot Man Central District 220 West 4th St., Joplin, MO 64801 800-641-4691 ROOFING PRODUCTS Northeast District 4500 Tamko Dr., Frederick, MD 21701 800.368-2D55 southeast District 2300 35th St., Tuscaloosa, AL 3S401 800-228-.2656 TMM(p•is a rspistw d trad°'"sn' of 1AMM Roak Products kr— 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 UNDERLAYMENTS Water resistant.underlayment is a producx:that;consists of organic felt imps with asphalt saturant Some water-resistant undedayments, such as CettainTeed's:Roofers'Select, also containa.fiber glass rein - contain increases tear strength and reduces w inlding. Water-resistant,underlaymentwas originally invented to keep the roof decking dry until shingles could;be applied: Applying this ender layment was origina%lly: called "drying -in: the roof." It was also useful as a separation sheet between the roof'shl4iiig boards (before OSB andplywood sbeets were used as roof decking) .and the asphalt..shin- gleam This was important because restii'pockets in the pla1ks. caused the asphalt io_degrade prematurely unless the underlayment ,.. . separated the resin and asphalt*,from each other. ;Water resistant undeiiayment rs made to .shed most .of the water thatfalls on itunkess it to or punch red .Its ability to be water r resistant is temporary As the sun degrades the eicposed asphalt the materials begin to dry, ahsorb" more moisture, Iose its. strength and 'yn to teat .The less asphalt used to saturate :the ender- layment sheet during manufac iirng, the shorterits life. Since asphalt the m y osr ezpensive oomponeat of shingle undedyment, lower rn Pn materials will -have less asphalt and a -shorter life when exposed -�-to.,the sun. loner priced shingle undedayment, for the same reason, is j ,also subject to severe wrinkling when it'gets wet or eves just damp. IInderlaymeat is used under asphalt shingles fora variety of reasons, such as providing: Backup for water shedding protection of the deck if shingles fail . from wind drnen rain The :lower. the slope, the more important under}apment is, since water.Aows more .easily ender shingles on . . low slopes:.` <, A protecWe bamer'to the elements between the time. the old shingles have beeii t0m,ofE and prior to the new. shingle being . owever,';the'uiiilerlg applied:.HIDent should not be relied on as a temporary roof system, �%eCl _4 when the drip edge flashing is not yet in place It is unWcely to prevent.leaking in the event of...., - heavy wind and. rain. An agent to hide minor imperfections of.the decking material and reduce "picture framing- of deck panels. re ratings (Class A or C) when.used in conjunction with shingles. 46 Chanter 5 INSTALLATION GUIDELINES 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 underlayment has been exposed overnight, moisture from dew should be allowed to completely dry before shingling over. If this - does not happen, .the moisture will become trapped beneath the shingles. Wrinkling can telegraph through the shingle and make a good shingle job. look terrible. The worse part is that the job can look good when you leave in- the evening but the wrinkles can reappear the neat morning when the homeowner will notice them While we've discussed underlayment being exposed overnight, it is highly recommended that the roofing contractor. only tear off what he can shingle over that -same day. This prevents the most common . underlayment installation problems. FASTENER TYPE:. CertainTeed recommends using nails rather than: staples Nails provide more resistance against undedayment tear .ouL It is veryimportant,•. whether hand nailing or using a pneumatic gun, that the fasteners be driven flush. INSTALLATION METHOD: When applying underlayment.the key rs to keep the product as. wrinkle free as possible 1.'Unr611 the underlayment parallel with the eaves. The eaves edge of the underlayment should go OVER the drip edge.eaves flashing, but go UNDER the drip edge flashing.along.the rake. . Figure s-1:Applying Water -Resistant rinderlayment Along The Eaoes And Rake The type of decking material used may influence the bolding power of the fasteners. Your experience may Here Are indicate that more fasteners are necessary in some situations. Some Tips... For steep roof pitches above 7.12 consider adding a third row of fasteners, making each row 9" apart instead of 12" apart. Dennis 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 bigb winds. " 2. Around the perimeter of the underlayment, place the nails approximately 6 inches apart and about 1 inch in from the edge. In the main area of the underlayment, two rows of nails are used. The first is placed 12" up from the bottom edge and the second is 24" from that same edge (or in fact 12" from the upper edge). This nicely separates the 36" wide underlayment sheet into thirds. Nail along these two rows 12-15" apart. Nail placement should be alternated so that one row places the nail opposite the open area of the first, creating a sort of zigzag pattern. This will result in a simple pattern with all nails being approximately 12-15" apart (See tips above.) WARNING When installing undedayment where hot vent stacks protrude (from wood burning stoves etc.), it is important to allow a minimum 2" clearance. Check fire codes. HIGH WIND / OVERNIGHT. RECOMMENDATIONS: If planning to leave water-resistant underlayment exposed overnight, or for a longer period of time, or if high winds are expected, any of the following suggestions or a combination of them can be used for additional protection: • Use cap nails or tin caps. • Decrease the nailing spacing recommended above, using additional fasteners. • Nail 2x4 stringers across lap areas. DEALING WITH 6� WRINKLES AND BUCKLES °�o ►'� 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 lied over an uneven underlayment Bl applied surface, some of the wrinkles may "telegraph" (show) through on the finished roof. Of course, wrinkles and buckles can also result from incorrect 6 installation. If these problems appear, several approaches are available to eliminate them. First, the underlayment can be replaced. Second, Figure 5-2 Standard Nailing Pattern For Water -Resistant Underlayment the wrinkles can be cut and repaired with patches and asphalt plastic cement. Third, wet and wrinkled underlayment can be allowed to dry 3. Succeeding courses should be unrolled in a similar manner over- out naturally from exposure to the sun. As the underlayment dries, lapping the previous course by.2".;..Be-careful-to-rog4t-ouEstraight -the-wrinkies-often-"putl-dowdand-disa as the underlayment will tend to slide down the pitch of the roof The best solution for wrinkled underlayment is prevention. and end up crooked. The spacing of nails in this overlap area Applying high quality, well-samrated felt, such as Roofers' Select, should be approximately 6" apart, centered in the 2" area. will eliminate many wrinkling type problems. Ask your supplier for (See tips below.) the highest quality he can obtain. Do not assume the underlayment he 4. If the length of the roll is not sufficient to complete the entire run, stocks is the best ava*1e. Be willing to pay more for a superior an end lap of 6" is required. We recommend two rows of nails product. The cost of high quality underlayment adds very little to the 6" apart to hold the lapped edges in place. End laps should be cost of a job and can often be offset by the savings from reduced located 6-8' from any other end lap that may be in the preceding rework and repair. 'Installers who insist on the lowest prices for underlayment course. i nderlayment are the cause of the low quality underlayment generally found in supplier warehouses. Here Are Roll out only 10' of underlayment at one time, stretch it, check alignment and nail into place before moving on. Some Tips... Some contractors prefer to do the deck in stages applying 2-3 courses of underlayment then immediately applying the shingles to that area. Using this 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 rhahtar 4 G-r 05/031/-) 002 09:45 3213481001 05/.12/2002 14:49 14078948412 COLLIS ROOFING INC PAGE 02 KAYCAN ORLANDO PAGE 04 TABLE IC07.2.9.2 MINIMUM Wl3J(;J{T ATERIAL, M THICK* THICKNESS (in) GAGE (lb) u I uminum 0.02d rainless Steel 28 alvanized Steel 0.0179 26 (zinc coated G90) Zinc Alloy 0.027' Lmd 2 t/2 Painted Tern 20 1507.3.9-3 Dri edge. Drip edge shall be provided at eaves and gab s of shingle roofs, and overlapped a minimum of 2 inches (51 mm). Eave drip edges shall extend 1/4 inch (6.4 mm) below sheathing and extend back on the roof a minimum of 2 inches (51 nm). Drip edge shall be mechanically fastened a maximum of 12 inches (305 ri;7) on ceflter. Weathermaster Building Products, Inc. Office: (407) 324-2080 Fax: (407) 324-9206 df LABEL DRAWING # OR TYPE USED WITH PRODUCT # 1 Legend of contents 2 GA 1 Installation 1450 Flange SH 1450/1550 3 GA 2/2A/2B Installation 1450/1650 Flange PW 1450/1650 4 GA 3 Installation 1100 Fin SH 1100/1900/1970 5 GA 3/A Cont Head &Sill Fin Mull 1900/1100/1970 1100/1900/1970 6 GA 4 Installation 1100 Fin PW 1100 7 GA 5/5A Installation 1450 PW Flange Designer PW 1450/1550/1570/1650 8 GA 6 Installation 1100 PW Fin Desi ner PW 1100/1900/1970 9 GA 7 Installation 1480 Flange HR 1480/1580/1590 10 GA 7/A Installation 1580/1590 Flange 3-Lite Slider 1580/1590 11 GA 8 Installation 1180 Fin HR 1180/1980/1990 12 GA 8/A Installation 1980 Fin 3-lite slider 1980/1990 13 GA 9 GEN 0024 Block Inst. SLIDING GLASS DOOR 420/430/440 14 GA 10 GEN 0028 Wood Inst. SLIDING GLASS DOOR 420/430/440 15 GA 10/A GEN 0027 2x in Block SLIDING GLASS DOOR 420/430/440 16 GA 11 GEN 0450 Fin Vert Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1 x4 Fig Hz SH 1445 18 GA 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 U4 Fig Vert PW 1445 21 GA 14/A Mull Bar Load Chart 1 x4 Fin Vert PW 1445 22 GA 15 Mull Clip 1 x4 >6' 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 1 x2.5 Fin Vert SH 1448 27 GA 22 Mull Bar Load Chart 1x2.5 Fin Vert PW 1442 28 GA 23 Mull Bar Load Chart 1 x2.5 Fig Vert SH 1442 29 GA 24 Mull Bar Load Chart 1x2.5 F12 Vert PW 1442 30 GA 25 Mull Clip GEN 0454 Fig Vert Mull Clip 1442 31 GA 26 Mull Clip GEN 0459 Fig Vert Sill Clip 1442 32 GA 28 Mull Clip GEN 0456 Fig HZ Mull Clip 1445 33 GA 29 Mull Clip GEN 0452 (>6') Ig 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 Fin SH 1100/1900/1970 FE + HE 1100/1900/1970 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.flon'dabuilding.org under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders ONE BY WOOD BUCK BY OTHER CAULK BETWEEN WINDOW FLANGE t WOOD B" u PERIMETER CAULK BY OWNER - VA 77yyp�� Tas--- EXTERIOR IINAii SQL PERIMETER BY OTHER PRE CAST SILL BY OTHERS J SECTION 1 SHIM AS RWD (SEE NOTES) t--• INSTALLATION ANCHOR / CAULK BETWEEN WOW BUCK 3 MASONRY OPENING BY OTHERS 1 1 $MIN. Q T BUCK HEIGHT v a CAULK wrmm71 WINDOW FLANGE 11 E P CAST SILL WITH N LKEM 118 ADHESIVE CAULK OR ONE BY WOOD BUCK BY OTHER BUCK WIDTH 1 1 //4' KIN. FLANGE TYPE - EMBEDMENT WINDOW FRAME SHIM AS REQD. JAM(SEE NOTES) a 4 INSTALLATION ANCHOR PERIMETER CAUL( Q CAULK BETWEEN BY OTHERS WOOD BUCK R WINDOW WIDTH MASONRY OPENING BY OTHERS EXTERIOR CAULK BETWEEN WINDOW FINHGE WOOD BUG( SECTION 2 GENERAL NOTES: 1) SHIM AS REOV. AT EACH INSTALLATION ANCHOR METH LOAD BEMING SHIM, MAx ALLOWABLE SHIM STACK TO BE 1/4- 4) MANDOW FRAME MATERIAL•ALUMMIUM ALLOY 800.3 J CAULK .BEHIND WINDOW FLANGE AT HEAD. AND JAM LL MUSH BE ATTACHED TO THE SUBSTRATE WITH VULKEM /1B / SINE MAX OR APPROVED EQUAL 4) APPLICA71ON OF VULIOM 118 ADHESIVE CAULK AT FRAME SILL MUST COMPLY MATH SEAUU MANUFACTEREK'S RECOMMENDATION 5) CALM( FOR PER91ElER SEAL MOUND EXTERIOR OF NANDOW FLANGE B) GLASS THICKNESS MAY VARY PER THE REOUREMENTS OF AMU E1300 GLASS CHART SINGLE GLASS IS SHOWN, INSULATING GLASS 15 ALSO QUALIFIED. 5 E F 'h21 No. 42371 W STATE ATE OF ? "/ONAL' II4/NNN�� G.A. 1 SSB.AN►EAIED J ANNEALED CALL WINDOW CLASS DESIGN DESIGN TAPOON ANCHOR LOCATION SIZE SIZE (INCHES) PRESSURE PRESSURE LOCATIONS CAPACITY N PSF CAPACITY N PSF 12 1/ 1/! ■ 20 -SO _q -200 -2p 13 1/ 1/1 ■ i 2/6 -77 -77 -1/3 -iq A.0 F.WU 14 1/ 1/11 . m /// _W -m -1M -104 AO Cut! 1444 I/ 1// ■ 04 0A1 -S1 ..-0] -11q -Iw AC Fw I4+0 10 1/1 ■ 1xH 0// -W -02 -147 -147 AC /.Qw 1/ 1/ fro a Q -411 -46 -lag -1311 A0 o.ulm II I/ t/B . 72 -40 -40 -NB -110 AC D.EFQKI 17 10 1 ■ M - - -104 -104 AC 0,[ ." IH2 2/ t/2120 -07 -27 -IM -"If AC F.Qw 1w 211/2 x A 3/11 W-m _1tr -1m AD raw 1144 20 1/2 . m B/W -47 -47 -101 -101 AC r.Ow ""4 20 1/2 x 54 11/11 -44 -44 -100 -100 AC ►41U /444e s 1/2 . m s// -43 -47 -100 -too AC r.QW 1H/ 30 1/2 ■ N -40 -40 -01 -N AC F,O./t1 IH/ s 1/2 ■ n -40 -40 -n -7v AC F.au ?01 _40 1 -/0 1 AC F.6w 3Md 3D 1/2 a f -m -OS -113 -113 AC Faw JO.a 30 1/2 ■ J• a/S -47 -47 -M _Bo AC raw 20.4 JO 1/2 ■ W //0 -41 -n -79 -71 AC r,4w 50.4+4 JO 1h ■ m 0/0 -N -N -77 -77 A0 F.0)U SO."S 30 1/2 . 688,4 -40 -40 -n -n AC F.WU 30m A 1/2 ■ u -40 -40 -n -76 AC F.Qw 3" JD 1/2 . 72 -W -40 -71 -H AC raw - - AC F.WU 22 27 x 20 -01 - 1 _m -00 AC F.WU 23 37 x' 3/0 -40 -40 -47 -07 A0 F.Qw 24 37 x m //0 -40 -40 -07 -e7 AC F.aw 34+4 37 x 6/ 0/1 -40 -40 _m -m AC F.wu 244e 77 x m.e/11 -40 -40 -m -m AC F.aw n 37 x N -40 -40 _w _w AC F,Qw n A x 72 -40 -40 -02 -02 AC F.wu -52 -52 I AC F.WU 422/ 42 x 2B -40 -N -44 -N AC F.Qw 423/ 42 x m 3/0 -40 _40 _40 -40 AC F.OAIJ 42m 42 x m 0/0 -40 -40 _40 -40 AC �M 424 4 424+/ N x m B/1 42 x m //v -40 -40 -40-40 -40 -40 -40 -40 AC At r,Qw 4223 42 x /J -40 -40 _40 -40 AC Faw 4272 42 x n -40 -40 _40 -40 AC r.wu 40/4 42 x M -40 -40 -40 -40 AO F,QAt 40OS 4B x 2r -40 -40 - - AC r.ONJ 4ax 48x m a/B -40 -40 - - AC F,QNI 411e0 40 K m 0/8 •.40 -40 - - AC F•Qw 40H4 N x 04 $A -40 -40 _ AC r.Q I 4/++2 48 x m 5/1 -40 -40 - AC F.Qw 4003 48 x d _40 _40 - - AC F.QNI AO raw 12 m 1/4.2e -48 -48 - - AC FAN1 32 WI fro It 20 0/8 -40 4400 - - AC F.CUU 34 m 1/0 ■ 00 0/5 -N -40 - _ AC Cull 24+4 m 4 . m B/B -40 -40 - _ 1.F.aw 344e N 1/8 x m 0// -40 -40 - - A.0 ►Aw JO 53 1/9 x W -40 -N - - AC raw 30 53 -40 A.C.-r.wu Nom 1) TIE A/OK AIR P'OMW AHD WIlA K STRWMPAL 0EDW LOADO FWN COMPMATM ANALYBS ! HAVE NOT IM CAPPO ffANBL115 CF MIR POWMAMR 1MM 1BB7B: IRE MTO1 LB=*= IM REOMO MT OF TSB[ OF a� PT" MM LOADS WALL K LMI= TO 40.0 FN VIAL n MTOI TOIT PR2!!IL CF TAPCON ANCHOR �affFIMMW_MANE 7C sOW IN Tf LDIM A� C�MLI= 11®�1/71T IRM MINE ANTE AT LOCAMS MOM ON CURL B ELEVATIONS rot TRY TO TAF001 LCdWMM " IF LO WT 1100W SIZE O NOT LIM N ANCHM OIART, LIK ANC11011 QUANTITY LISLEO WIN N00 LAIRM KM JOR M AFPA"AIE 01011011 rNIDIUME WM YLA JOB B YOOSEF LAVY, P.E. w CONSULTING ENGINEER IM o.o k Y• 1►wON Q 7BM • ra r 41m •YA G 7fltl am Fmw LAZE 821E / too DNIA% TOM 73243 ASSEMBLY DRAWING r (214OW-DON n 214 7 Ia01[/ 1450/1010/TD70 BURL IMq MADOW AR 1P N/A CNE BY WOOD BUCK BUCK BY OTHER NTON STALLAANCHOR. CAM BETYh]]/ — ONE BY WOOD WOOD BUCK Q MD BUCK BY OTHER 13YDIAPERS 011RY OPENING SHIM AS REO'D. BY (SEE NOTES) WINDOW CAUUC BETWEEN ONDOw FLANGE TYPE FLANGE ! WOOD BULL Q 1 t JAMS FRAME r p a (LJAZJNC (T'M. W PERIMETER CAUIR� BY OTHER SEE NOTES) 07H ER CAULK a BY BY OTHERS �yER HE1tpF7t SHIM AS REOID MN� MOTH (SEE NoTES) EXTERIOR EXTERIOR BETIOCEN MN�DOw —� HEIGHT BUCK WOOD Bl1CC SECTION 2 FLANGE TYpE OOw FRAME SILL NANDOW WIDTH. PERIMETER cAUll� BY OTHER A -�--1 C '� MORBE1 SILL STOOL PRE CAST sWJ�� BY OTHERS BY OTHERS .. CAIJIJt BETWEEN WINDOW FLANGE .. .# PRE CAST SILL: WITH WLIGEM 11e ADHMVE CAULK OR SECTION 1 APPROVED EQUAL q]ERAL NOTES 1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR WITH LOAD BEAAING SHIM, MAX. ALLOWABLE SHIM STACK( TO BE 1/4'. 2)) WINDOW FRAME MATERIAL ALLAY BOBS. 3) CAUKx BEJHIND MNODw FLANGE AT HEAD Alb JAMBS, SILL MUST.BE ATTACHED To THE SUBSTRATE WITH 0A 1`16 ADHESIVE CAULK OR APPROVED EQUAL 4) APPLICATION OF WLKM 11S AADLF9VE CAULK AT FRAME SILL MUST COMPLY MTH SEALANT MANUFACTURER'S REOOMLENDATWII s) CAULK PERIMETER SEAL ABOUND E'XIONOR OF WWDOW FLANGE e3 CLASS TIeaDNEss MAY VARY PER THE RELxARONEtN,s of ASTM . E13DD LASS CHART. 7 THE ABOVE ARE POSITIVE k NEGATIVE-STPoJCTLIRAI lNiSiGN LOAD FROM • COMPARATIVE ANALYSIS N2 HAVE NOT 6M CAPPED BY RESULTS OF WATER PERFORMANCE 7IMMIG, WHERE THE WATER RESISTANCE TEST REQUIRIIMENT OF IS x OF DESIGN LOAD APPLIES, P09TIVE DESIGN LOAD APPLES PO9R4E DESIGN LOADS MLL Elt LIMITED TO 40.0 PSF DUE TO WATER IYST PRESSURE OF &0 PSF. ACUEVW IN TEST. 0) INSTALLATION OF FLANGE FRAME WINDOW IN CONCRETE OR MASONRY CPENIND USE 3/1l1• GA TAPOON ANCHORS OF SUFFICIENT LENGTH TO PROVIDE MM. 1 IAV EMBEDMENT INTU SUBSTRATE AT LOCATIONS- SHOWN ON CHART. s)) SHE ELEVATION FOR KEY TO TAPOON LOCATIONS. 10) IF EXACT MNDDW IS NOT LISTLD IN CHART. USE ANCHOR QUANTITY LISTED WIN NEAR LARGER SIM FOR THE APPROPRIATE PFESSA1E REM _ INSTALLATION ANCHOR CAULK BETWEEN WOOD BUCK ! MASOMY OPENING BY OTHERS D I E 2 / I WINDOW H HocTH F C 1 .0 ELEVATION VIEWED FROM EXTERIOR SEF ( KEEL � II/ "' II AA • ` No. 42371 i v .k er A W � STATE OF 2 iI � '•'c(O R IDp•'� � G� III its, 0 t,O 4NA \L G.A. 2 WINDOW GGASS DESIdN DESIGN TAPCON ANCHOR LOCATION SIZE (INCHES) PRES9M PRESSURE LDCAIIONS CAPACITY IN PSF CAPAIM IN PSF if X fe 137 -137 In -in AM F.WU 12 X 24 r -06 too -is0 All F.CRJ I'll 2 X 30 74 1. 1. -100 AJi F,aW 12 X 30 M -se 1M -1{4 A8 F.QKI 12 X 4e st --01 137 -137 A0 r.cUU 12 x 00 07 -07 - - AO F.WU I2 .x 72 of -Be A9 F.aw Ts x Is IN -IN I40 -Is0 A.0 F.QlU /s X 24 se -e} 13. -1. AC F.aW is x 30 e0 -00 123 -123 AC F.WU w x a 41 -41 lie -Its A.0 F. Is x 4s 40 -40 105 -lN AC F.WU is x s0 40 -40 - - AC F.WU is x 72 40 -40 - - AO F.WU 24 Kit s0 -!s 135 -130 AC F.".I 24 K 24 Ib -0e 120 -120 AC F•a1U 24 K 3D 41 -44 100 -too AC F.WU 24 K 3e 40 -40 e7 -R7 Ac r.aKI 24 x 48 40 -40 so -ss AC F.WU 24 K s0 40 -40 - - AC r,WM 24 x 72 40 -40 A.0 n K Is 47 -47 120 -120 AC —F.WU F.sJU 32 x 24 41 -41 04 -40 AC F,aN.I 32 x 30 40 -40 n -m AC I,OJU 32 x 30 40 -40 a0 -es AC r.atU 32 x N 40 -40 s0 -s0 AO F.WU 32 K W 40 -40 _ _ AC F,WU 32 x 72 40 -40 - - A.0 r,WU 30 x is 41 -41 Its -lie AC F.aW 30 x 24 40 -40 07 -07 AC F."I 30K 30 40 -40 73 _73 AC 30 40 -40 02 Y i3 38 K 40 40 -40 40 AC F,aNJ 30 x 00 40 -40 - - AC FJIJU 39 172 40 -40 AC r,OJU 46 x 14 40 -40 100 -too AC F.WLI 4e x 24 40 -40 R -N A0 FAJU 40 x 30 40 -40 52 -02 AC F,WU 48 ,30 0 F.WU 40 x 00 - 4400 -40 A.CAC F,06HJ 40 x 60 40 -40 - - AC F,aW 40 x 72 40 -40 I - - A.0 r'" s0 t is 40 -40 104 -104 AC F.QHJ sD x 24 40 -40 04 -ee AJ! F.WU 40 x 3D 40 -40 40 -40 AC s0 x 38 40 -40 40 -40 AC F,WU 60 K 46 40 -40 40 -10 AC F.ILHJ eo r s0 40 -4o A.O r,WU 72 x Is 40 -40 In -101 AC F.IUU 72 4 24 40 -40 111 -41 A.0 r.alU 72 K 30 40 -40 40 -40 AC F. 72 K 3e 40 -40 40 -40 AC 72 x 46 40 -40 40 -40 AC F.WU 72 K s0 1 40 -40 - _ AC FAW M x is - - so -N AC raw 84 x 24 - - 48 -46 AC F."J M K 30 - - 40 -40 AC FALH1 Ic r,O.W M x 4IN0 - - 40 -40 AC F.WU a x Is - - a -a Ac F,aHJ 00 x 24 - - 4s -4s AC r.9ju 0s X 30 - - 40 -40 Ac r,WU 40 _40 AC MCI 00 x 4e - - 40 _40 AC FAN YLA JOB p4-OZID YOOSEF LAVY, P.E. CONSULTING ENGINEER tMl [ 0dF r • oxti w >M •r8 ss mm� • 14eo~ D 7D11 OW FUMT LAHr. 2121E 0 IN ASSEMBLY DRAWs4 DMLAS TOILS 7e243 G214 s ►: 214}ND-BOOT fE10U 1400 T0. ►IC7UI[ WOW AR IP N/A ' 4DDI M DANK 12/1a/wI Ot .xlY4,P B 26rAu1o1 14so m INSTALLATION ANCHOR CAULK BETWEEN ONE BY WOW WOOD BUCK do BUCK BY OTHER MASONRY OPENING BY OTHERS CAULK BETWEEN WINDOW T 0 1 FLANGE & WOOD BUCK a SEE Q TABLE 17 PERIMETER CAULK BY OTHER INSTALLATION \� ANCHOR 1450 HERO SHIM AS RED" _ (SEE NOTES)_—• CAULK BETWEEN J WOOD BUCK k EXTERIOR BY DTMERSPENINc II SHIM AS REO'D 1459 SILL -� (SEE NOTES) PERIMETER CAULK BY OTHER J Q T/ BIT: CAUL( BETWEEN WINDOW 0 FLANGE B WOOD BUCK 1 ONE BY WOOD BUCK BY OTHER CAUL( BETWEEN WOODINSTALLATION ANCHOR MASONRY N BUCK k MASONRY (WEIJINC BY OTHERS SECTION 1 24" GENERAL NOTES: 1) SHIM AS REQUIRED FOR LEVELING. ELEVATION 2) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY' 8063. VIEWED FROM EXTERIOR 3) CAULK BEHIND WINDOW FIN AT HEAD, SILL, & JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) DESIGN PRESSURES SHOWN ARE BASED ON MULLION CAPACITY ONLY. DESIGN PRESSURES FOR GLASS THICKNESS MUST BE DETERMINED PER ASTM-E1300 GLASS CHART AND THE SMALLER VALUE MUST BE USED FOR DESIGN. 6) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15% OF DESIGN LOAD APPLIES, POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF, DUE TO WATER TEST PRESSURE OF 6.0 PSF ACHIEVED IN TEST. 7) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING USE 4"0 TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MINIMUM 11" EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. B) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. ONE BY WOW ONE BY WOOD BUCK BY OTHER BUCK BY OTHER SHIM AS REQ'D �- (SEE NOTES) - a �- 1458 JAMB 1458 JAMB — r_ F —3036 BULB VINYL SEAL) 3035 METAL GLAZING BEAD — CAUL( BETWEEN WINDOW FLANGE & WOOD BUCK IMETER CAULK PERIMETER CAULK OTHER BY OTHER EXTERIOR SECTION 2 GA 2A C01/PARAT\E ANALYSIS t ANC40R CHART FOR GENERAL ALUMMUM SERIES 1350/1650AG70 PICTURE Ww" -Nam OLMUM OF 66 lCAL'R3 "UNDER OF WIN KA13 9II vwM ll>' Mu0 2M,.Mf4m KUARED N (R1Y[ REOLOO N /XM! W ua : w . w I' NW ELRFApR I-yr MNNW Domm N •J NDM/ DESCH PI ESWRR DESIGN IMLSSVRE DESK" P AT EACH AT EACH HE)wT GPACTY (PSh CAPACITY (PW) CAPACITY (PS*) NEAR sxL MANS READ Su A.A TO x 30 -70 - 2 2 2 2 2 2 20 X w -46 - 2 1 3 2 2 2 20 X 2 2 2 2 2 2 20 x SO - -53 - 2 2 7 2 2 2 0 30 x b - -47 - 2 2 2 2 2 2 1> T.. 73 - - -60 1 2 2 2 2 4 30 -S1 - - 2 2 2 2 2 2 w - -37 - 2 2 2 2 2 2 48 - --w - 2 2 2 2 2 2 b - -I4 - 2 2 2 2 I ! 6o - - -55 2 2 2 2 2 3 73 - - -46 2 2 3 2 1 ] 30 -1s - - 2 2 2 2 1 1 LNSTALLATION w - -40 - x z x 2 2 2 ANCHOR 16 - -41 - 2 z 2 2 2 2 50 - -w - 1 2 2 2 2 1 36 X b - - -SO 2 2 2 2 7 3 0 Je k 73 - - -40 2 2 2 2 2 3 CAULK BETWEEN 40 x 30 - -57 - 2 2 2 2 2 2 WOOD BUCK k 40x 40 - - _43 - 2 2 2 2 2 3 MASONRY OPENING w X 4e - -63 BY OTHERS 40X 50 - - -61 2 2 2 1 2 3 w 11 b 2 3 2 1 ] w x 73 -w 2 2 ] 3 3 H x 30 - -51 - 2 2 2 2 2 2 H x w - -41 - 2 2 2 2 2 2 44 X 16 - - -39 2 2 2 3 3 3 41 X SO - - -SI 7 3 2 ] 3 ] H X Go - - -46 2 1 2 2 2 3 4/ X 73 -40 2 2 2 2 2 4 b x 30 - -46 - 2 2 1 2 2 2 m x 40 - - -e3 2 2 2 3 3 2 w x -56 2 2 2 3 3 3 N X SO - - -54 2 2 2 3 3 3 40X b - - -40 2 2 3 2 2 3 N x 73 -40 2 2 1 1 2 2 b X 30 1 2 1 1 3 1 b x w - - -w x 2 2 ] 3 1 b x 46 - -46 ] 1 2 3 ] 1 b X SO - - -N 3 2 2 3 3 3 w x60 - - -40 2 2 2 3 3 3 b X 73 - - -401 2 3 3 3 4 73 X 30 - - -w 3 2 2 3 ] 2 73 x -402 2 I 4 4 3 73 X 45 - - -w I 2 2 4 ♦ I 73 X 50 - - -w S 3 1 1 1 2 7.X„ X a a Single Glaze 'list S E F t No. 42371 YLA JOB /04-242 A S >k cc YOOSEF LAVA, P.E. 41 i •• STATE OF •' W •' CONSULTING ENGINEER T 2 Ax • • • 9550 FOREST LANE. SATE / 106 • �� 0 R 10P• r11 �`)' • • • • . • V S DAl1AS. TEXAS 75i43 6662 T: (214)340-0049 F:(214)340-•OC 1;0 ; ;L FLORIDA LICENSE /42371 Imt r. [nmR LL• W7.9e� R 7X0L •IA 1m 111627 •Gala, I 75111 ASSEMBLY DRAMNG SERIES 1350/1650/1670 PW C1110 SCALE JF) YL N/A 1350ASSY INSTALLATION ANCHOR — ONE BY WOOD BUCK BY OTHER - CAULK BETWEEN WINDOW - FLANGE & WOOD BUCK 4 PERIMETER CAULK BY OTHER 1450 HEAD EXTERIOR 1459 SILL — PERIMETER CAULK BY OTHER Q CAULK BETWEEN WINDOW - FLANGE & WOOD BUCK ONE BY WOOD — BUCK BY OTHER INSTALLATION ANCHOR — GENERAL NOTES: 1) SHIM AS REQUIRED FOR LEVELING. ELEVATION 2) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6D63. VIEWED FROM EXTERIOR 3) CAULK BEHIND WINDOW FIN AT HEAD. SILL. & JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) DESIGN PRESSURES SHOWN ARE BASED ON MULUON CAPACITY ONLY. DESIGN PRESSURES FOR GLASS THICKNESS MUST BE DETERMINED PER ASTM-E1300 GLASS CHART AND THE SMALLER VALUE MUST BE USED FOR DESIGN. 6) WHERE WATER RESISTANCE TEST REOUIREMENT OF 15x OF DESIGN LOAD APPLIES, POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF. DUE TO WATER TEST PRESSURE OF 6.0 PSF ACHIEVED IN TEST. 7) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING USE A*O TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MINIMUM 1 f' EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. 8) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. CAULK BETWEEN WOW BUCK & MASONRY OPENING BY OTHERS Q I ONE BY WOOD ONE BY WOOD BUCK BY OTHER BUCK BY OTHER SEE SHIM AS REO'D Q TABLE v (SEE NOTES)\ —I QL—�11458 JAMB 1458 JAMB — r- \ INSTALLATION �3036 BULB VINYL SEAL��T)® ANCHOR 3035 METAL GLAZING BEAD SHIM AS REO'D (SEE NOTES) CAULK BETWEEN WINDOW FLANGE & WOOD BUCK CAULK BETWEEN OD WOBUCK & PERIMETER CAULK PERIMETER CAULK MASONRY OPENING BY OTHER BY OTHER BY OTHERS EXTERIOR SHIM AS REO'D SECTION 2 (SEE NOTES)- Q SEE TABLE 0 / t--CAUL( BETWEEN J WOOD BUCK & MASONRY OPENING BY OTHERS SECTION 1 24- GA 2B 9a I s Wa7 a,w>.e Mess uR o: e%n a�aw •Mans u14 axr m-ios- •Mew u11 rcax� 1. 1WMY IN I1emMDR nwc way 1-1IrW14Ws IN nlac a-EmT 1� .ly m WOM/ DESIGNPRESSURE OE901 E PRESSLI DESIGN PRESSIM NE110 sRl AT EACH HEAD A7 EACH RL ,n < HEIGHT CAPACITY (PSF) CAPACITY (PST) CAPACITY (PSF) 1� jme 20 IT 30 -w 2 2 1 2 ! 21 x w -00 - - 2 1 1 1 1 2 20 x 4e -47 - - 2 2 2 1 2 1 20 % s0 -43 - - 2 2 2 2 2 2 w 20 x 73 - - -e7 -e2 - - 2 z 2 2 2 z 2 2 2 3 2 3 D 30 x 30 -70 - - 1 i 2 1 2 1 30 x w -33 - - 2 1 2 2 2 2 30 X 4e -« - - 2 2 2 2 2 1 30 x so -47 - - 2 2 2 1 2 2 30 x w - -« - 2 2 2 2 2 3 30 x 73 - -w 1 2 3 1 1 s 30 x 30 -39 - - 1 3 2 1 2 2 NSTALLATION 3e x w -45 - - 1 z x 2 2 2 ANCHOR >e x a - -Ss - 2 1 2 2 2 3 30 x 30 - -53 - 2 2 2 7 2 7 .xw - -« _ 2 1 2 2 1 3 0 38 x 73 - - -54 2 2 3 7 2 4 40 x 30 -w - - 2 2 2 2 2 2 CAULK BETWEEN WOOD BUCK & w x 40 -w - - 2 2 1 2 2 z MASONRY OPENING 40 x 4s - -51 - 2 2 1 1 2 3 BY OTHERS w x 50 w x so - - -49 -41 - - x 2 x 2 x x 2 x 2 3 2 3 w% 73 -5z 2 2 3 1 2 s « x 30 -4e - - 2 2 1 2 2 2 « x w -« - - 1 1 2 z 2 2 « x Is - -47 - 2 1 I 2 1 I «%30 - -0 - 1 1 2 2 2 3 « x w - - -64 2 2 3 3 3 4 44 x 73 -51 2 2 ] 2 1 5 4e x 30 - -e1 - 2 1 1 3 3 I 4e x w - -51 - 2 2 2 3 3 2 4e x 4e - -« - 1 1 2 2 1 2 48 % SO - -42 - 1 2 2 2 2 2 « x w - - -e2 2 2 3 3 3 4 a x 73 -50 2 2 3 3 3 3 so x w - -43 - 2 1 1 3 3 2 w X 40 - -42 - 2 I 2 3 3 2 SD x 4e - - -s2 3 3 1 4 ♦ 3 w% 50 - - -w 3 3 1 4 1 3 wxw - - -52 1 2 1 4 4 4 w x 73 -45 2 2 3 3 3 3 73 x ]D - - -0 3 3 1 3 3 1 73 1,40 - - -52 3 ] 2 3 s 2 73 x 40 - - -A 3 3 2 5 3 3 73 x 5D - - -50 3 3 2 5 3 3 73 % w )3 x _ _ _45 —4 ] 3 ] 3 7 3 3 4 3 J 4 4 \11117 Insulated 5 E F ( NO. 42371 1 YLA JOB /04-242 1k YOOSEF LAM, P.E. i p •- 4i STATE OF CONSULTING ENGINEER �A .•• 2, • LOP•' • Y1 [ p 95M FOREST LANE. SLITE / 10e OALLAS, lE%7S 75243 F • - R 1/ J` - " " -• �-�� 1111it is (214)34Q-0049 f:(211)340-IX 0NAL FLORIDA LICENSE /42371 I-1.�wnJ —, '1-'i• 01 Wtx411 Y•0-,WbkR 11001• FA 1. D1Y1 • ein 11 1SDI ASSEMBLY DRAWING SEISES 1350/1650/1670 PW a4xD JO YL N/A OB/10/04 b 1_.- i350A55Y TWO BY BUILD DOWN BY OTHERS CAULK BETWEEN WINDOW FLANGE k FILL STRIP --I SHEATHING BY OTHERS PERIMETER OCAULK FLANGE TYPE WINDOW FRAME FLANGE TYPE t.n m WINDOW FRAME PERIMETER CAULK BY OTHERS ICAULK BETWEEN WINDOW FLANGE & WOOD BUCK-7& ° G CAULK BETWEEN MASONRY OPENING BY OTHERS CAUIX R BUILD DTOWWN WEEN BY 0OTHERSP i 1 1/B- MIN E►/BEDMO�T FILLERSTRIP BY OTHERS. SHIM AS REQ'D. (SEE NOTES) INSTALLATION ANCHOR. BUCK GLAZING (TYP. HETi T SEE NOTES). SECTION 1 GENWA NOTES:' 1) SHIM AS REO-D. AT EA04 INSTALLATION BE 1ANCHOR USING LOAD BEARING SHIM. MAX ALLOWABLE STACK T 2) WINDOW FRAME MATERIAL ALLOY °003 3 CAULKBEHIND WINDOW FLANGE AT HEAD. SILL 3 JAMBS 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE 5) GLASS THICKNESS MAY VARY PER THE REOUIRDAENTS OF ASTM E13DO GLASS CHART SINGLE GLAZING IS SHOWN. INSULATING CLASS IS ALSO QUALIFIED °) DE1YESICIN LOADS WILL RESISTANCE E L MIIEST ED TREQUIREMENT 440.01 � DUEE OF To WATF DESIGN LOAD ER TTER TTEST PRESSURE OF CS-e 0 PSF ACHIEVED IN TEST. MUST BY OF SlR77pENT LENGTH 7) 13 6- TAPCON TYPE INSTALLATION AKCHiOR TO PRO\roE A MIN. 1-1//4' EMBEIILEIIT INTO SUBSTRATE #S INSTALLATION SCREW AT HEAD AND JAMBS 4U9T BE OF SUFFICIENT LENGTH TO ACHIEVE 1 Or MN. EMBEDMENT INTO WOOD FRAMING BETWEEN. 3/10' OIA. TAPOON ANCHOR R jB BE T EEN. SCREW TO BE PLACED 0' MAX FROM CORNERS R 2e MAX O.0 MAX 6) BURD DOWN AROUND THE CURVE POR110N OF WINDOW FRAME TO BE ENGINEER BY OTHERS BUILD DOWN MUST BE OF SI1FFIdENT STMOTH TO ADEQUATELY TRANSFER LOAD FROM WINDOW To THE STRUCTURTIONE I) PRODUCTTOIFSE T1�W01CW�Fl FlGURRAATIONS. Ills 1SH ET 1APR E°5�t roALL ICONFlWMn011 Hs OF FIXED WINDOW FRAMING SYSTEM. �1__j ELEVATION Q 1 1/4- MIN EMBEDMENT. VIEWED FROM EXTERIOR S E F L FFF INSTALLATION ANCHORS $ No, 42371 i p W '�� a •, STATE OF ? S 'ftOR1OP' V FFFF 7 'TONAL • —(SEE NOTES) FLANGE TYPE 1 1/4 MIN. WINDOW FRAME EMBEDMENT JAMB GLAZING (TYP) SEE NOTES--7 Fv _INSL CAUL BETWEEN WINDOW ITANGE SHEATHING G [mma ONE BY WAJOD PERIMETER CAULK BUCK BY OTHERS BY OTHERS CAULK BETWEEN WINDOW FLANGE & WOOD BUCK. SECTION 2 ELEVATION VIEWED FROM EXTERIOR YOOSEF LAVY, P.E. CONSULTING ENGINEER OW FOREST LAIC WW / 106 VILLAS. TEEMS 76M lot V. 0.4 K. caniTA U I= • FA In IlIn 1 • mk& Q nut INSTALLATION DETAILS TWO BY BUILD DOWN SERIES 1430/1550/1570 DESIGNED PICTURE WINDOW cHlm eclLa IP N /A AR� 12/10/03 I B I IHISTALATION 1450 PW INSTALLATION ANCHOR CAULK BETWEEN ONE BY WOOD BUCK BY OTHER WOOD BUCK h MASONRY OPENING BY OTHERS CAULK BETWEEN WINDOW FLANGE h WOOD BUCK � SEE a TABLE PERIMETER CAULK BY OTHER 1450 HEAD J II SHIM AS REO'D (SEE NOTES) EXTERIOR SHIM AS REO'D 1459 SILL (SEE NOTES) PERIMETER CAULK BY OTHER Q SEE Q TABLE CAULK BETWEEN WINDOW Q FLANGE h WOOD BUCK ONE BY WOOD BUCK BY OTHER CAULK BETWEEN WOOD BUCK h INSTALLATION ANCHOR MASONRY OPENING BY OTHERS SECTION 1 ONE BY WOOD BUCK BY OTHER SHIM AS REO'D (SEE NOTES) \ 1458 JAMB — r< 3035 METAL GLAZING BEAD) CAULK BETWEEN WINDOW FLANGE h WOOD BUCK PERIMETER CAULK BY OTHER FERAL NOTES 1)) SHIM AS REO'D. FOR LEVELING. ``��444A41112 2) WINDOW FRAME MATERIAL ALLOY 6063 5 E F IfII 3) CAULK BEHIND WINDOW FLANGE AT HEAD, SILL h JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 7 //i 5) CLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GL I FH• SINGLE GLAZING IS SHOWN, INSULATING GLASS IS ALSO QUALIFIED Tj 5) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15X OF DESIGN LOAD APPLIES. PaPTIVE: No. 42371 i DESIGN LOADS WILL BE UNITED TO 40.0 PSF DUE TO WATER TEST PRESSURE OF 6. P ACHIEVED IN TEST. p y7 7) 13/16' TAPCON TYPE INSTALLATION ANCHOR MUST BY OF SUFFICIENT LENGTH -♦ O 4 TO PROVIDE A MIN. 1-1/4• EMBEDMENT INTO SUBSTRATEJB INSTALLATION SCREW 0 ,I1 STATE OF - AT INTO HEAD WOOOAND FRAMINGS 16" MUST BE OF D A. APCON�ANCHOR h #8ENT LENGTH 1INSTAALLATION HIEVE I SCREW TO BE EjtoN<6 * -'. ..., • �� B) BULDID DOWN PLACED 6* AAROU D THEX. FROM CURVE PORTIONMAX. OF WINDOW FRAME TO BE ENGINEERED BY /2/101 1�70 NA I. OTHERS. BUILD DOWN MUST BE OF SUFFICIENT STRENGTH TO ADEQUATELY TRANSFER 214444 A44����`, LOAD FROM WINDOW TO THE STRUCTURE. 9) ELEVATIONS SHOW COMMON CONFIGURATIONS. IT IS NOT INTENDED TO LIMIT USE OF THIS PRODUCT TO THESE TWO CONFIGURATIONS. 10) IF EXACT WINDOW SIZE IS NOT USTED IN ANCHOR CHART, USE QUANTITY LISTED WITH NEXT LARGER SIZE. SEE v D 1-- INSTALLATION ANCHOR CAULK BETWEEN 17 WOOD BUCK h MASONRY OPENING EXTERIOR BY OTHERS SECTION 2 ELEVATION VIEWED FROM EXTERIOR 1-J WINDOW WIDTH ELEVATION VIEWED FROM EXTERIOR GA 5A OMPMUTIVE ANALYSIS s ANCHOR CHART FOR CUARAL.ALUAINVM 32 = 1330110=11870 DESTONER P. W. woOW ••m wAm1 0r Is sacxe NBMw1 0r .113. nvu s IDxm i.n �N 12 n W14NN m M� nn DA?14YW01ie wum urt rN '/w ome w x2aMo N IRMc �• Mrrr ErmrOrt RETARD N rRA1[ �-� x..Ar oanort MOM/ DES ON PRESS M X51CH PMSS111Q MSS PR MM HEAD S LL AT EACH SLL AT EACH IR3C10 CAPACITY (Psi) CAPACITY 0'sh CAPACITY (PSF) J" JAMB 20 X 30 -BO - - ! 2 1 I 2 1 xo x w -Bo - - x z 1 2 1 2 20 X 44 -47 - - 1 2 1 2 1 2 20Xw -N - - x x 1 x x 1 20xw - 41 - 2 2 2 2 2 x 20 x n -41 1 2 2 1 1 4 30 x w -70 - - 1 1 2 2 2 2 30 X 40 -W - - 2 2 : 30 X 4a -M - - 2 2 2 2 2 2 30X 50 -3 - - 2 1 1 1 2 1 30Xw - -M - 2 1 1 f 2 3 30 % 73 - -w 2 2 3 2 2 3 w x 30 -s1 - - 2 2 2 1 1 2 36 X 40 -45 - - 2 1 2 2 2 7 3e % N - -55 - 2 1 1 x 1 2 ]B % 50 - -w - 2 30 X 60 - -N - 2 1 2 2 2 ] 36 X 73 -54 2 2 3 2 2 3 w% 30 -ss - - x x 2 x 1 1 0 40 -w - - 2 2 2 2 2 1 40 X 40 - --51 - 1 2 : 2 2 3 0X50 - -N - i 2 2 2 2 3 w X w - -41 - 2 2 2 2 2 3 w X 73 -52 2 2 3 2 2 4 NX30 -N - 2 2 2 1 1 1 H% 40 -N - 2 2 2 1 2 2 N X N - -47 - 2 2 2 3 3 3 4425o - -4 - 2 2 2 a 3 3 44 % so - - -64 2 2 3 1 1 1 Kx 73 -51 2 2 3 1 2 4 44 X 30 - -m - 1 2 2 2 2 2 N%w - -51 - 2 2 1 3 3 1 N X N - -N - 2 2 2 3 3 3 N% w - -42 - 2 2 2 3 3 3 N x w 1 2 3 1 2 3 4.x 13 -SD 2 1 3 2 2 wxw - -N - 2 2 2 2 2 2 w x w - -4x - 1 2 2 2 2 x w x N - - -s2 3 3 2 3 3 2 w x so - - -w 3 3 2 3 3 2 wx w - - -w 2 2 2 1 2 2 wx73 -N 2 2 3 2 2 3 73 X 30 - - -w 3 3 2 3 3 i 77 % w - - -52 3 3 1 1 4 1 73 X N - - -w 3 3 2 4 4 2 73 x 30 - - -50 3 3 2 4 • 1 73 x BiOi _ - _ - _ -N _40 3 3 3 3 2 ] 4 4 4 ♦ 3 4 WINDOW HEIGTH YLA JOB 04-346A Fi- YOOSEF LAVI, P.E. CONSULTING ENGINEER 10018 01b12A•hmBn11 I=- FA W 11XR1• N24A D 75MI 95W FOREST LAW- SLUE / 100 INSTALLATION DETAILS TWO BY BUILD DOWN DALLAS• TEXAS 75243 T. (214040-0049 F:(214)340-0057 SERIES 1350/1650/1670 DESIGNED PICTURE WINDOW FLORIDA LICENSE /42371 Dn«. AR wko fA scl N/A Nlm 1[!.P 0A E 01E HuwOEn 1O/14/04 IBI 1350DIS-ASSY INSTALLATION ANCHOR INSTALLATION SHIN AS REVO (SEE N01M) WOOD CONCRETE OR /e SCREN (TOP. 3/16- UK a1�70CBBy 011936 MASONRY OPENING ERE TAPCONS ARE BY OTHERS NOT REVEL) DAUX BETIIEEN - DOOR FRAME - vow BUCK s JAMe INSTALLATION ANCHOR ONE BY WOW MAS"Y CPENNO NIY IB SC7EM (T14• BUCK BY OTHERS OTHERS! NOT REVEL) !RE Q (SEE NOTES) SHIM AS REV . NOTES) T(SEE Q �. OR MASONRY • 1 4" MAX S� SPACE p • � OPIENIM By "a" _ 4\ INSTALLATION ANCHOR 3/16• DIA. TAPCON STUCCO BY OTTERS CRUX sETIFaI W00D am R MA6'Y CPU" PERIMETER CAIAX DOOR FRAME By OTHERS BY OTHERS HEAD PERIMETER CAIXX BY OTHERSPOOR _ BY MERS = C AZHNO HEIGHT ENT (SEE NOTES) DOOR MOTH 1/4" MAX SHIM SPACE EXTEAOR SECTION 3-8 CAUL( BETWEEN TIOOD B= a MAYY OPENING d ' BY OTHM d SWING CLASS OCCR G 4 • 4 1-1 4" MIN. HOOK STRIP LIBERALLY APPLY CALIKND O i E„T UEIOER SILL OR SET SILL IN - 00 OF CONOEIE� O G C RA M N0 (Sfi NOTES) COMMETIF ORt,,�INSTALLAIM ANCHOR MASONRY OPENING SECTION A -A BY OTHERS 7/10• qll TAPCON 011111100 1) DO IR wlow AUNM61 IUBP Loeb >V T FM McotNOVIIAIM AMMONS w6T U OF vrN>art M LIM Tg AeHnE NK oBmlOrt Or 1-11r Nm ALIIJNA= TAPOOK NETNLIIOI ANCR>A RIOfT 10 RACK N ALL MAW ME SOR a USE lAml OAIAX POR PIIOil01 am ANS6O OlmRdl of DOW IF OIACT. DOOR ISM O NOT Us= N ANOIOR CHART. ORE ANCHOR DIIANENY UEm WM NETT W001 S1L I = THE AAPRO MAK Dail PR M I= PON POCKET amain Ol. uaow 01PA19 0001 SM At 00161011PATICN 10 NN PM OPpNG, SE10N0 OULS9 7; ROIXARO DLAft lR11,. UNU OLATIO ALSO APP1OlJEIL TEMPI GLAIR TR=M MAY WMY PER woumnamvv SWIDOCING QLASINTERLOCK: AINM ttm am CWRA I) AL FACTORY APPIJ® NOO MOT OtOMM. FOR IN= ANCHOR 94MU K MLXD Mal OB Sawa s O O/t100NT U MM TO HOIEE WL wr YOIDmR am 1RIW. sum e)) AMA / ILL COMM ARE TO RE IA M MM A SULL JOINT w" WAAEL HOOK STRIP DETAIL 10) . AR MM AT a NET OFRTA RLA= MICIPO : WX AttmNwu Ri 6oN 19 RE 1/4: ' ,, 11 ALL N6TA UION AIXIIOM MET t MACE OF*W=C N MMWR MAWLMA . i WOM Y WImfM ROMIP PAn AM Y fO1m119 113110) PA1sl AIRNWAD HISIICMADONP Alt A6 LMW ON MRAU UM DCNL ,» f ALL OO7ISuNAVM nm ADM AMCAlt 0400 IM MAXIM MORON PISTAU1w1 REOIOIO •►-A•. 1 Ne-r at NOOK Ism OCM AwIY 10 POD UANK of ALL APPMOMO tpI PtATOIL 1a)) "" MAMA" MArnM t111Ql1 TAPOON M" M 10 = a, ar- t >) RRIO 420 fANI sWE DOOR a COOL Do PINT IT A N APPLIES 110 430 s 440 1mR� 1p1 04M 000E O PMTALLO N 1OOD PRAM 91MIC11R ORE /p1O l7tN O 6tsT100fT LEM M 10 AOMHE 1-3/r MIN. DtIMMOrt WX BAWMIL PLACE PO own r ►RCA eo6RlN6 • Be as MAR a ONE Br MOOD DUCK BY OTHERS TAPCON INSTALLATION CHART CALL DOOR 4a PSF 61 PSF UP TO UP TO 40 P PSF SIZE SIZE 74Ulpi 'TO 60 TO 70 70 PSF 4e TOeD 7070 PSF DIP V9F DP OP PSF D PSF OR S069 XO. OIL xx 6a x e0 3 3 3 4 3 4 4 Woo 6 xQ ON. xx 96 x so a s 3 4 3 4 lost" = Ott, xx 120 x s0 6 6 7 4 3 4 a Bow x4 WC Xx 6O x 06 3 3 3 3 4 S a 4000 XQ NIX. XX 72 X 90 3 3 3 6 4 6 6 6�NID X0. OX, IOC 90 x 96 4 4 e e 6 7 S Rees OLIOCOL -3Y417 6 4 3 4 a 120" Ox0 14e-DA X Go 7 7 9 4 3 4 0 10066 Ow 1n-3/4 X BO 6 to 11 4 3 14 s 7e6O COM 91-3A x to a a 3 6 4 6 a $am DEC 106-sm x s6 a 3 6 3 4 a a USING OID 14e-3A X W 7 B 9 a- 4 6 E oo- togs XRX 60 6 6 6 4 7 4 a 12068 Itx X 00 7 7 6 4 3 4 a ta066 )Ox X BO B t0 11 4 3 4 a 76M DX 90 6 3 9 a 4 a 6 IONIC Dx x Oe 1p 8 S 6 3 4 6 6 120E0 XO X 96 7 e I e 4 0 0 13 a JOGICE CDm. 12050 Coon DOGE RA dfl 7 7 a 4 3 4 S IN" OM DOGE a0 9 10 12 4 3 4 S ISM 010Io. DOGE 120-41 X 96 B 0 7 a 4 0 6 120e0 OM DDDE 144—" x Ba 7 NI 9 s 4 a 6 I IBM OM )GOD1 111112—ailt 9 N 1 9 12 14 S 1-1/4" MIN. . [ Eo �•---- VENDOR MOTH M IT _ CONCRETE OR SO NRY OMENS ST11cc0 BY OTHRS By OTHERS A � BUCK EXTERIOR ELEVATION SLICING GLA.4 DOOR HOOK STRIP !INSTALLATION ANCHOR _ 3/16• DIA TAPCON PIA .. ' QJ `1FICgr14, r'r '. rJ 1091 t K • amdk R, if. 73001 • /A In DINE! • 110514 U 7321 4. ?:O � ^\6 � � _ eAATw MAOA►ROI SERIES 420/ DOOR �n� 130 � LGUSS DETAIL �Z�7oI-d*� 02.20 02 B CNN eslmH GEN=-0024 1�4As a 44mer • r4unTeN er•Ala nA s 411P1.�ANN. a ti %s• Ml Nu+4.a MAMA w r..e 4s Ne>•oe ru 4A sw COMOEI[ THO BY WOOD SULTI ANCHOR CR MAS"Y 3/16' &A TOCON 6' FROM OPENING i Ir7/Y OQ MAX BY On hS IBr9on 2 x • WOOD Wdf BY 0 am 4 (SEE "on t&) UIM AS REO D (Su moms) H/ p d TUCCO eY oTHt7Hs J/ PERIMETER CANER BY OTHERS DOOR FRAME MEN EXTE7oOR awnMc — (SEE Notts) .A SHIM AS Rm -� 1T01 ANCHOR (SEE NOTE!) BETWEEN wMASONRYnOoo � FRANK O BY OTHERS —r r sm Mo1s) MAX] 1/,' 9Y1 SPACE IE[f:HT 1°• POOM[TE1t CAI I K — BY OTHERS STUCCO By OTHERS DOOR WIDTH - CA" BETWEEN Tow BUCK & MA" OPOWO BY OTHERS • CONMIE � YASOONRY BY OTHERS CALL DOOR SIZE & SIZE IN CONMURATION INCHES w"BTIgmxx wxe0 60.6 m Ox TOf 72 x BO e0{6 1!D mt, II IE 11% 10060 xo. ox. 1a 120 x eo amx%OKxx wt% 6m No. ox Tor72 x ee 60e0 Im. 09. tx 16 t % `Bl�itlf� rw06e Oxo 1204e OW 3�•. CIA. /600 TA►OON 6' 4 rAOY SIDS ! Oxal 0 I3-t/2' Oc. sm �o OW MAIL BY OTHERS12fIe0 MR ' p INSTALLATION p ANCHOR Doe• IOx t2066 fox . /e SCREW I70{6 m 76e0 bx KxHO fat ' CAULK e[T9EEn 120e0 TV WOOOD Butx ! MAYY OP0 Mc BY OTHERS 12069 txo Noes CEO 10ow 0)0 1JOw Ox7 1/4' MAX J BY 0 OR SIGN SPACE 2 x • WOOD 0" BY OWNERS SECTION 9-[4 (SEE NOTE 16) )0001 xxxx AM•VQ M e OR YAsanY 4 J v 4 '• C • I01.B�II SETId 4 I ey OTHERS LAPPLYF/-i/i WIN. sLCNo CLASS ooaR •G UmM SiLL OR SET SLL in I HOOK STRIP BD OF CONCRETE A d 5�710N A -A INSTALLATION ANCHOR d IM* d 3/16' CIA. TAPOON EMT 1) DOM VATVUl AILrMr NLUT MG& D rAftM TM rfT=a MWUxS s ILL OAT K OF 9UA1OOIT HDWIN TO AMM -L t]He�0 Or t-_ WTO WASOM a OO+HOER. It /UNIT WSTALLAI IN AIbItlW MIST K v YNWOOn fOOIN 10 AOHXII A MR. OF 1' 11110 TWO Wr TOW WHOC 7) •) UK CALAE UrmH rirwuuaH AMIAIWM r1IWHr p YOH inTRWsal. f1Y CAILX rots VVI ETER Sx ARAM ORB001 OF DOW - s GI IOIACr OM UK B. NOT U3110.91 INtTALLAT101 NOW OIARt UK ANCHOR WMITr LISTED WIN WRIT LARM \ GILL FOR U6 MVRfI"it gem .MESW! Firm J THR A0027 COON ND UK ODM7T 91PAS7 WN SLE • LSq+IM NM NO NI041D OPEREM T) MILU13101 •tLIASS BRIMS S MA GAI NG UM MM1 M 10,61431E9 SASS nOMM WAY WARY Pq NOWMOOIIs STUCCO Or ASIM C0300 CHAOS awns By OTHERS 6) N.I. FACTORY AH7Um. HOLES Pot OEGIOHm Ia TM00H AUCOR SHMI D K FILM WIN 09 SWVI M tLW*Dff toISIN 10 PRIA K WL 1' pWmHOn em Two By Now wOL Gux BETWEEN q NA / GILL CMM wa w atxNW law& A WALL ANT KM Still IS WOOD O $WHO + w AS I®6 AT EA Kr OF OWA LAWN ANOIWO WIN LOW KARMHO &AWL MAX NLWKHL w {TAM TO GLA33E K 1/4'• HOOK STRIP 11 I ALL STAWOH GINIOOHW WST K MINI O1 COIN0001 IlBW WATERMA HOW M IA. SJ) ■C ROOM?$ MOWWO PNWNL AND IV M WM ITI® HALL 10941043 COMMONS ARE AS usRD off IgTALLAWpN CHAHHT. G At04o (SEE NOTES) B41AUAW N ANCHOR IL) MIT N.I. OONROR MIS LISTED AROW AMC 990M CPO IIIISRUNNRUNNING, HOMIER9*INL1101 SNCOINS'A-A� ','9' 3111C OIA TAPCON • M004 SMP KCAL APPLI q.MSTAILATOM OI ALL.ANROUm COMIOPAt1oML. SUdNC O1A53 14) MAx ALLOW& 3PA04 K1Rd TAFVOW M04M -0 RAW GILL IO,K 24' OA ODOR INTL_kSwS 17) N4214WOOD •UHF 10 K LORRY IASTORD II WOOFER I E LDN 10 6( MASO+WT. M O" OR a6HaH -. HOOK STRIP pETAII fIK1MTt IT)eMXVJ& ocaaM HnW4SfxE rA►wn Or TwaKr TO K sS.O r>.. TAPOOIS BILLI M HEAD s 3 6 S e S 1 3 3 3 4 4 4 s s III eo 7 It 6O 9 x •O S x% 6 If % 7 x 96 1 9 Hxw s Sxso 7 sXbe e x 96 S •t6{ 6 Bx% 7 ke0 7 x 60 9 2966 6 kk % 7 • 4 4 � e • 4 4 i i o i i o 4 12 14 1 S 7 { e 10 12 • 16 e p io i 12 14 4 s s e 6 7 { 10 11 { 1 IS • 10 • I3 is 4 e 9 e 10 it • S s 0 e DOW WIDTH HIDGHT A - EXTERIOR ELEVATION 'V ,b S Hp i * � 1-� WroArs�eH • CEnBHiL T[ TS6{6.11 BW 61l0!! • 6dIR 1! TST i a SERIES 420/430/440 SLIDING GLASS DOOR 4S• ?� L; � INSTALLATION DETAIL WITH TWO BY BUCK IN MASONRYII r4j�i.:�na•'' 1 12/03/021 d I GEN-0027 i rnu►ou v-tdvoivv GENERAL ALIJrY/lNUN CORD FLANGE HORIZONTAL MULLION DESIGN LOAD CAPACITIES HORZ EXTRUDED ALUMINUM TUBE MULtJON 9144S SH 5¢E8 WHEN USED FOR MUWNG TRANSOM MULL SPAN> WOW. MGT. V 53.000 61.000 74.000 80.000 90.000 96.000 106.250 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 28 19 50.625 168 112 65 49 32 25 17 54.625 168 111 64 48 31 25 17 55.625 168 111 64 48 31 24 17 63.000 168 110 62 47 30 24 16 72.000 168 110 62 46 29 23 16 84.000 168 110 62 46 29 22 15 NOTU: • CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION 014451 HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN OR LESS • WINDOW HEIGHTS SHOWN ON'Y' AIDS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT INCLLIDE TRAM80M HEIGHT. • READ MULLION SPAN AND WMmOW HEIGHT IN *K>W. • 06SIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. • DESIGN LOAD CAPACITIES SHOWN ON THIS CHART DO NOT OONSIOER ANY STRENOTH -OBTAINED FROM FRAME MEMBERS OF.ADJACENT WINDOWS. ' Dma- U175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: PRODUCTTECHIP OLOGYCORtORA7lON 115i0 LOUIS~ AVE SUITE B WINTER PARK FLORIDA 32780 PHONE 407 0=4KI34I FAX 407 E2 4M5 CJ102000D 29-Jon-0:1 01-1201 a�arteSr� , N GENERAL ALUMINUM CORPORATION VERTICAL MULL M DESIGN LOAD CAPACITY CHART ALUMYNUM MIJUMd. DIE I1111448 FIN VERTICAL P.W. SREs WrKl WOW NOT. V 30.000 43.000 56.000 63.000 72DW a8.000 98.000 28.000 819 819 819 1319 819 819 a19 32.000 551 549 549 549 549 549 540 38.000 343 328 32a 328 323 328 32a 42.000 264 243 243 243 243 243 243 se.ow 110 91 as Be as as s6 60.000 87 71 6s s8 66 as Be 72DW 48 38 33 32 32 32 32 64.000 29 22 19 18 17 17 17 98.000 19 14 12 11 11 10 10 ONRT APPLIES ONLY TO NULUON h4" WHI9 WED TO MULL FN SINGLE MONO ANND PICTURE VA NDOWS. READVANDOW VAIM AND F60HT IN 09:0-M DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND Ff V WE ANCHOR3 SHOULD 8E CHECKED IN EACH SPECM CONDRDY_ Dien s IM75 cALOU .ATIONS PERKMMED FOR THE PREPARATION OF THIS CHAf1T COMLPIES YM THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: PROOLCr7EWW LOOYCORPORA710N Mo LOUIS" AVE etATE a CALW20W6 WINTER PARK. FLORIDA 37M PHONE MY 0224e3341 FAX 407 IM-MG OI�Oi01 INSTALLATION ANCHOR (TYP. ) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP-) Eal I II I I II I MULLION I II i ANCHOR I II I II I BRACKET I I #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1442 SECTION A- A LM !i!El=-1 1-0 EXTERIOR ELEVATION 4 v a a a CONCRETE OR MASONRY v SUBSTRATE SHOWN, WOOD FRAME SUBSTRATE ALSO APPLIES SECTION B- B ow'- NO: GEN-0454 MUWON (;.A. 25 DIE 'NO. 1442 INSTALLATION ANCHOR (TYP.) SEE NOTES #2 & #3 NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8" MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B-8 IS TYP. AT HEAD do SILL. 5) 1 T.ALL G OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2 r b CODE WITH 2002 REVISIONS. IT IS THE RESPONSIBILITY il INE COMPLIANCE ON A SPECIFIC STRUCTURE. 9-11-021 A IREMOVE ANCHOR SPACING DIM. BBe DATE SYM. REVISION I BY GENERAL ALUMINUM CORP. 3 CARROLLTON. TEXAS ' FLANGE VERTICAL MULLION INSTALLATION DETAIL F(, CO+ $ ALUMINUM TUBE MULLION, DIE NO. 1442 8/21/02 t�®NI At- at++'t` "r/t" ---- 'cam' HALF MAlu---- mo "aGEN-0454 /•1Y11• MVMM rA POMM TOMM Colt. "M Ua MUM AW— MW NAx naom lei ear-a-uN rAx wf-m-om INSTALLATION ANCHOR (TYP•) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP•) G.A. 26 "0 N° GEN-0459 MULLION i II I DIE NO. 1442 I II MULLION I II I ANCHOR I I I I BRACKET I INSTALLATION ANCHOR #8 SELF TAPPING (TYP-) ® SMS (TYP.) c 4 v i �-1- a -- c 1-1/4" MIN. SUBSTRATE a EMBEDMENT O DIE N0. 1442 SECTION B- B DIE SECTION A -A i EXTERIOR ELEVATION NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MUWON ATTACHMENT IN SECTION B-B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS 96�ivPS F"L'PRE—CAST NERAL ALUMINUM CORP. �' let- �� •�•a CARROLLTON, TEXAS %��;� ♦� SILL MULLION INSTALLATION DETAIL UMINUM TUBE MULLION. DIE NO. 1442 • 1r �b i* Z eau: ---- aee BB ova _ 12 05 02 z TAT ° / Z WfflT. -- =AM- HALF ONO MOt GEN-0459 p � . 'Id-/1. � ,. ._ lummom 0I MP.. 1180 IOUMAM�► AN M11a PAM RSA J77w PIIOt �Ol-i7l-Nib /Alt •d1�1-�.11! •�a_ .41nA a n• � .. EXTERIOR ELEVATION NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MUWON ATTACHMENT IN SECTION B-B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS 96�ivPS F"L'PRE—CAST NERAL ALUMINUM CORP. �' let- �� •�•a CARROLLTON, TEXAS %��;� ♦� SILL MULLION INSTALLATION DETAIL UMINUM TUBE MULLION. DIE NO. 1442 • 1r �b i* Z eau: ---- aee BB ova _ 12 05 02 z TAT ° / Z WfflT. -- =AM- HALF ONO MOt GEN-0459 p � . 'Id-/1. � ,. ._ lummom 0I MP.. 1180 IOUMAM�► AN M11a PAM RSA J77w PIIOt �Ol-i7l-Nib /Alt •d1�1-�.11! •�a_ .41nA a n• � .. MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) O Na WINDOW —' FRAME HEAD (TYP.) SECTION A -A INSTALLATION ANCHOR (TYP,) #8 SELF TAPPING SMS (TYP,) MULLION DIE NO. 1445 MULLION DIE NO, 1445 MULLION - ANCHOR BRACKET SEE NOTES--) #2 L #3 aJppl SECTION B-B GEN-0456 INSTALLATION ANCHOR (TYP,) Q D CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE D ALSO APPLIES, v D v v NOTES, 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO, 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN, EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL uMM�a . LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA DING H 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERM `Da1NG _1.._ SPECIFIC STRUCTURE. O � a.47 t� EXTERIOR ELEVATI0411 GENERAL ALUMINUM CORP. CARROLLTON, TEXAS TM-D FLANGE HORIZONTAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO, 1445 AWA ---- �w BB "nrv�r ----- n" D 8/21/02 FA I rFbo2779 V-1" if ---- NCO&" HALF fin'---- WGEN-0456 1M MUM. Nna a= =P. UN LCU Mal Or. wwm ►Maf, nom 7fm mm 407-4=-uw F" 497-{N-97s BCIS Home , Log In Page 1 of 6 47 r� �r tXiq ���"''i S.l`. 7�r� Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff g Product Approval USER: Pubic User t � .mac' "• Product Approval Menu > Product or Application Search > Application List > Application Detail ,r�,'"�� Application Type F'BitL tTFCry ."- i`�' Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email t� er*�'���.�.ss�•r�.r� ,.,ate--�"� ' . Authorized Signature Technical Representative r £"o Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) FL4668-R1 Revision 2004 Approved Masonite Intemational One North Dale Mabry Suite 950 Tampa, FL 33609 (615) 441-4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Standard ASTM E1300 http://floridabuilding.Org/Pr/pr app_dfl.aspY?param=WGEVXQwtDgtAcG5vedS%26 bvQu.._ 3/28/2006 ASTM E1300 TAS 202 Equivalence of Product Standards Certified By Sections from the. Code Section 2612 HVHZ P! Product Approval Method Method 1 Option A Date Submitted 09/14/2005 Date Validated 10/16/2005 Date Pending FBC Approval 10/01/2005 Date Approved 10/19/2005 Entercyy- FSystems —6 0 = o p o 0 "� 0 0 0 = c N N N O N — c =�c-- o o — — — o c — •� .� o— o g -- 0 2 0 o o o� G� o 0— o t!9 � t!'1 p U'Y I!7 tPl V] N ll9 t7 tll � N 'Y N R N m m u'f p 3:: p � r - m m m m m m m O m m tp m m m o 0 - U U U U UP p OIp O o p pl p�0 O M O O C O C O G O O C O O O O C C ' p. 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Y v A _p R c G._< - - -0 — Itad CD%1AND/WD sno¢ I Ichlml¢O m V s num alavimi ttlmmnni M10mW n-nw"Imm nC IMil mm vsksm Iwwr. =wwL=M) of b-M Wmltne leOvml EMLL EntergY Entry systems tR FIBERGLASS DOO, nC N 0 N 0 0 0 0 0 0 N 0 N o 0 0 0 o N p o 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 o p o 0 0 0 c � p 0 0 _ o N 0 N 0 N 0 N 0 O O 0 0 N 0 N 0 N 0 N 0 cO O O O OClo N O r. O N N N N N O N N N p N N N ry N N - } llf G N o 0 0 0 0 0 0 0 0 0 o p O O O O O O O O p O O G p 0 � -m `[! N�9• - N N Yf O o a Tm vi o p ui p vi p ..i o c p » o o p .ri p ui o p o 0 0 0 0 �Ivoi o o R oig 0 0 0 0 .ri N o vi ui m vi Vie.;.:.. "O O TS O v O p 0 0 0 o O v 0 0 0 0 0 0 2 E ama r� rmi = U3 O raa ti 0 N O_ Eo X x ,ma ti n ti o ,rOi ,o p rma .N.. ti m N N m p i _ r a 90 ; e _aao o� o 000 o a v L o c X x O a a O O o x O ?c e '. O x O a X O � O x�o X O S v O O G O O O p p O O O_ O_ O p p � N `2� g g-17 Lill ww" aT. ,Vy % MPIUMYUM xh-1. Rl.renoeA In cis Pl-i *= =UVftnW ktocmaoon - waiha. Uao tnr Maeantta W.Wts Imo•+�onfu.mint w,tb. Ux=ta bdmioi MMM LJ rov IC3 1. DESIGNED AND TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE, INTERN.ATIGNAL BUILDING COLE, AND INTERNATIONAL RESIDENTIAL CODE. 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. 3, FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE FIVE SECTIONS. 4. SECTION HEIGHT OF 20.812. 19.00 & 16.75 ARE AVAILABLE AND MAY BE USED IN COMBINATION TO ACHIEVE OHD/GENIE EQUIVALENCY CHART CHID DOOR SERIES No. GENIE DOOR SERIES N,. PAN THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 SERIES GDS30R 24 Go. SERIES 281 SERIES GDS200 25 Go. SERIES 288 SERIES GDS500 25 Go. SERIES 381 SERIES GDS550 25 Go. VARIOUS HEIGHT DOORS. 5. EMEI SSMENT PATTERN OF 14.50 X 20,375 SHOWN- ALTERNATE PATTERNS OF 14.50 X 43.375, 12.50 X 20.375 AND 12.50 X 43.375 MAY BE USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE. 6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE, 7. USE THIS BRACKET, REF. P/N 405964-0002. ON 8' HIGH DOORS ONLY. 8. WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE SECTION IMMEDIATELY BELOW THE TOP SECTION. ALTERNATE WINDOW STRUT CONFIGURATION- 1 HS2 ABOVE AND 1 HS2 BELOW WINDOW FRAMES 9. THE STRUT PLACEMENT, ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST BE CONSISTENT WITH THE DOOR SHOWN. 10. DOORS CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REQUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. 11. REFER TO SHEET 2 FOR SERIES SELECTION GUIDE. 12. JAMB DETAIL. TO BE IN ACCORDANCE WITH DRAWING 409783. JAMB/SCAB BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: WOOD JAMB - 605574-0001 LAG SCREW, 5/16 X 1-3/4 CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2 EMBEDMENT 13. ATTACH STRUTS TO STILES WITH 2 SCREWS AT ALL CENTER STILES AND 4 SCREWS AT END STILES. 3 1/8n � I OPENING HEIGHT (VARIES) SHAFT (VARIES) OPENING HEIGHT MINUS 11" -2" X 6" WOOD JAMB X WOOD JAMB D O ' OR EQUIVALENT HORIZONTAL TRACK & COUNTERBALANCE I � I 2 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT I TOP OF RADIUS I.DN 405964-0002 405964-0002 a7 046450-0003 36 405964-0001 5 STANDARD TRACK DETAIL FOR 9' SCALE: 1 / 16" = 1" 72 --y F.968 2 0193 VIEW "D—D" 2" TRACK 9 TRACK / 1-1/2" 1 II' I I � I II 000 I �I I II I I I 1 1 II 6 I �✓ i DETAIL "F" SCALE: 1/4 (9' WIDE) Iff DESIGN TEST RCOENTERF END ROLLER F VERTICAL PRESSURE PRESSURE DOORAX. WIDTH STILE BRACKETHATT STRUTS ROLLER LBS/FTBOFOHDEIGHT HARDWARE (PSF (PSF) (FEET) STILES JOINT GAGE AT DESIGN PRESSURE) 37 55.5 9' 1 SINGLE YES HS2 2" X 7 16" TR3 .057" 167 STD. APPROVED PRESSURE RATING CHART DOOR WIDTH 8' 7' 6' DESIGN PRESSURE 4&8 60 60 FEST PRESSURE 70.2 90 90 JAMB LOAD Les FT 187 210 180 NUM. OF EXTRA BRKTS PER SIDE 1 1 1 7' BRKT LOCATIONS 54.5" 54.5" 54.5" 8' BRKT LOCATIONS 22" 22" 22" INTERIOR ELEVATION SCALE: 1/16"=1" PANEL SECTION LETTER DESCRwnON ....... DATE APPR-1 - RFP PER DRN 400600 10/19/95 SB QE CO .. 468t s 3 g►2 8 § S6 ' _ fit%2F32 N 1 . �- DMW :Lea .�a Z-2s-�3 ,z3gl BOTTOM FIXTURE BOTTOM BAR FSEE WEATHERSEAL SECTION C—C NOTE 4 SCALE: 1/2 THE DRAWING AND/OR TECHNICAL INFORMATION ON THIS SHEET IS THE PROPERTY OF OvERHEAD DD CORPO M. OR RS SUBS- AHD IS LOANED N CONFIDENCE FOR ENC EERING AND MUTUAL AS4 ANCE PW SES ONLY, AND MAY HOT BE REPRODUCED OR USED TO MANUFACTURE ANYTHING DISCLOSED HEREON - OUT THE E.IRESS PERMISSION OF OVERNEAO DOOR CORPORATON WHICH uAY RECALL THIS SHEET AT ANY TINE. -TOWN) 10 ;HT TOP FIXTURE HS STRUT END HINGE HS STRUT --I 1 7/8" THK. SECTION "A —A" SCALE: 1/4 a UNLESS OTHERWISE SPECIFIED NAME SATE '. ORAMN(f.7T. 1 .—SIONs ARE N INwEs.TDaER.aHccs oN oNERHEAD D-)q ��. ORAwN �: - JNQLOAD, 180/2801381 , dDEO- DUI —ER: : —El '�--sue' �i , o PE VESSELS .9/.28/95 .' 5 PSF, 9'-0' MAX NE CHECKED Or.N/A S. BOUCHER 10/19/esWN®_ 408950 UEO NISH: UNrt OF EkWRF APPROVEDNOEACH S. BOUCHER 10/19/95 3/8 1 SHEET 1 OF D NOTES 108 STK �-�-{�.070 STK Fool f ' 2-11/16 0 0 F 2-13/32 U 409808-000 i TOP FIXTURE 2 9/32� 000 0 0 3 3/16 o o 00o H - t- .070 MIN 7/16 I 0 407603-0001 , CENTER HINGE 2 9/32 H.. 070 MIN 000 3 3I 16 � o 0 O 407605-XXXX, END, HINGE PART NUMBER "H" 407605-0002 .85 407605-0003 1.10 -- 407605-0004 -.--1:35, 407605-0005 1.60 2 , t /32" 091 MIN 0 3 9/16" to O O O I0 0 I---� 2 7/ 1 6" U 405771 -XXXX BOT. FIXTURE 1 11/32 27/32 1) p0 0 0 MIN 1/8 I2.25 F 7/� 5/8 MIN. THK. FLENGTH = DOOR WIDTH - 1 " (3) 400650-XXXX, ROLLED HS STRUT ROLLED HS STRUT CHART PAP,T NUMBER MIN. THK, STRUT 400650-0002 .052 HS-2 O' O O 2 1/16 O — THROW O' 4 5/8" o J o 0 0 U 409334-0001 , SLIDE LOCK ASSY (OPT. ..L.. 1 1 3/4" { 4 3/8" —1 "— 1 3/4" ---{ � 1 3/32 mI � o P21 V o o O 2 1/2" O o O 2 3/8" /4 O .108 MIN ii .108 MIN --II- O 405742-0001 , BRACKET ROLLER SHAFT 7/16" DIA 1 1 3/; 6" DIA ,D 061166-0002, ROLLER ASSY TR-3 7 9/16 REF 7/i64 1 13/13/116 DIA -- REF 7/ 1 6 DIA. REF. „ 061 1 66-0001 , ROLLER ASSY TR-3 O 405964 & 046450, BRACKET SCAB PART. NUMBER .L.. 405964-0001 3-1/4' 046450-0003 4" END STILE P/N 409518-0004,5,6<1 _.-.,.--....SCRLW __._ P/N 605897-0001 O 405964-0002, BRACKET SCAB JOINT r .. R r COUNT R _. _ CENTER STILE P/N 408680-0004,5,6 a STEEL STRUT O3 STRUT -SUPPORT --- 408887-0002 CENTERED BETWEEN END STILE AND CENTER STILE SECTION "B-B" THE DRAWING AND/OR TECHNICAL IN m..TION ON THIS SHEET IS THE PROPERTY OF OVERHEM ODOR CORPDRATION OR ITS SUBSIOI MO IS LOANED IN -I.ENCE FCW ENGINEERING AND MUTUAL ASSISTANCE PURPOSES ONLY. AND MAY NOT BE REPRODUCED OR USED TO MANAC UFTURE ANYTHING DISCLOSED HEREON -OUT THE EXPRESS PERMISSION OF OVERHEAD DOOR CORPORATION WHICH MAY RECALL THIS SHEET AT ANY TIME. 1,—DESIGN AND 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. SECTION HEIGHT OF 20.812. 19.00 & 16.75 ARE AVAILABLE AND MAY BE USED IN COMBINATION TO ACHIEVE VARIOUS HEIGHT DOORS. 5. EMBOSSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE PATTERNS OF 12.50 X 43.375 AND 12.50 X 20-375 MAY BE USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE. 6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE. 7. USE THIS BRACKET, REF. P/N 405964-0002, ON 8' HIGH DOORS ONLY. 8. WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE APPROVED PRESSURE RATING CHART WIDTH 12' 10' 9' 8' RDESIGNRESSURE 44.4 60.0 60.0 60.0 ESSURE 66.7 90.0 90.0 90.0 LOAD267 LS FT 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 3 1/8 n —2" X 6" WOOD JAMB 2" X 4" WOOD JAMB OR EQUIVALENT HORIZONTAL TRACK & COUNTERBALANCE 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS 405964-0002 405964-0002 046450-0003 1 54 I 1/2 20 1/2 405964-0001-/ \-405964-0001 STANDARD TRACK DETAIL FOR 16' SCALE: 1/16" = 1" R TRACK END HINGE I I� 1-1/2 DOD 0 o I I,11 ROLLER SHAFT BRACKET 405742-0001 II (2 REQ'D) ROLLER DETAIL SCALE: 1/4 407605-0004 TYP 2 PLCS 061166-0001 TYP 2 PLCS 407605 TYP 2 061166 TYP 2 607935-00( 405831 -00( TYP 4 PLAC 407605 TYP 2 F 061166 TYP 2 F 36 -1 F.968 223 VIEW "D-D" 2" TRACK .068 THK (VERTICAL) 4057, 0611bb-0002 DOOR WIDTH CENTER STILE END STILE RO LIR SHAFT STRUTS/SECT. ROLLER VERTICALTRACKRACK JAMB LOAD HARDWARE (# PER FT -HT) 16' 3 SINGLE YES 2 XHS1065068" 200 STD. NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOAD PRESSURE. PANEL SECTION WEATHERSEAL INTERIOR ELEVATION SCALE: 1 / 1 6"=1 " v"- - LETTER DESCRIPTION DATE AppIK C REV PER EN 10099 01 09 98 J( D REV PER EN 11060 OS 29 02 Al, E REV PER EN 11205 11/12/02 DM t6b0l WILDING� OR TER 1I <0 10CtA <j.clIpr*_ Cos HS STRUT (�a ,Z-2S-o3 !-o all 3�i SECTION "C-C" SCALE: 1/2 THE D WING ANo/OR TECHNIGL INFORNAnON ON TH,S SHEET IS THE PROPERTY OF OVERHEAD DOOR CORPORATION OR ITS SUBSIDIARY AND IS LOWED W CONFIDENCE FOR ENGINEERING AND MUTUAL ASSISTANCE PURPOSES ONLY. AND W NOT BE REPRODUCED OR USED TO M IFAMRE ANnH DISCLOSE. HEREON WDNOUT THE EXPRESS PERMISSION OF OVERHEAD DOOR CORPORATION WHICH MAY NEuu THIS SHEET AT ANY TIME. IXTURE BOTTOM BAR ZZ L 061166-0 SEE NOTE 4 S3 7 S�Is i TOP FIXTURE END HINGE TUBE STRUT AND STRAP j- 1 7/8 THK. SECTION "A -A" SCALE: 1/4 HOWN) 1 11 IGHT UNLESS OTHERWISE SPECIFlED PHEAD pJE Dpoq80/281 wwE DATE - DING -' RAW /381 rAMEN5gH5 ARE IN .+wLs:raFRA+cLs oN a �• �sH o G.J.MOORE 11/18/94 25/37.5 , PSF, MATERIAL CHECKED Eft: 1 6'-0" MAX =-a.. FRACTIONS N/A ADA JOHNSON 12/01/94 pRAwINO �- 408832 APPLIED FINISH: UNR OT MEASURE: APPROVED BV: NUMBER NONE EACH S.B000HER 12/01 /94 SCALE: 3 8 SHEET -1--, LETTER DESCRIPTION DATE AF C REV PER EN 10099 01 09 98 D REV PER EN 11060 05 29 02 E REV PER EN 11205 11/12/02 2-11/32 .091 MIN I I 1 O O O 2-1/16 THROW .108 STK _T_ 070 STK 0 2-1/4 LENGTH = DOOR WIDTH - 1 " O 0 o f 3-9/16 Io 1/8 4 5/8 . O{{{---- -(,JJ, lqk 2-11/16 O O o ra o 0 1-7/8 0 0 I ll �--}- 2-13/32 I ---- 2-7/ 16 5/8 .030 THK �-- 3 P/N 409808-0001 , TOP FIXTURE P/N 405771 -XXXX. BOTTOM FIXTURE P/N 400650-0001 , ROLLED HS-1 STRUT P/N 409334-0001 , SLIDE LOCK ASSY ORANGE COUNTY 111/32 [ j . 070 MIN 2-9/32 2-9/32 27/32 1 -3/32 1-3/4 4-3/8 1-3/4 „H.. .070 MIN DODt ° 0 ° 41 0 0 2-3/8 H 3-3/IoI72-1/2O2-1/4 �J3-3/16 III ` 090 MIN 7/16 .108 MIN 108 MIN P/N 407603-0001, CENTER HINGE P/N 405742-0001, BRACKET, ROLLER SHAFT P/N 405964 & 046450, BRACKET, SCAB 3 � � LENGHT= DOOR WIDTH — L — j L i 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 NUMBER "L" rPiRT 405964-0001 3-1/4" 0 6450-0003 4" 7/16 DIA 5-1/8 --1 �[ f 1-13/+ 6 DIA 7/16 ---� �---- P/N 061166-0002, ROLLER ASSY SECTION "G-C" P/N 405964-0002, BRACKET, SCAB JOINT 3.00 � � � 3/4 0 2.00 } O P/N 405831-0003 STRUT STRAP 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-t STRUT, P/N 400650--0001 P/N 407605-XXXX, END, HINGE PART NUMBER 1407605- 0002 "W .85 407605-0003 1.10 407605-0004 1.35 407665- 0005 1.60 SERIES SELECTION GUIDE SERIES INSULATION PANEL GAGE 184 YES* STD 185 FLUSH 027 186 YES' FLUSH _,021. 188 189 R1�NCFF fl21v:1 281 2841SH 0�8= 285 F -RANCH 11tS. 381.�i 384 385 X ItANC4 UNLESS OTHERWISE SPECIFIED AHEAD p NAME THE DRAMNG AND/OR TECHNICAL INFOR-PON ON T S pMENSONS ARE M NCNFS:TOIfA C'ES ON ONE A? ��' DRAWN W SHEET 5 THE PROPERTY DI, OVERHEAD DOOR CORPORATION nFF N1L S p(s—%-;�_<N;,,y G.J. MOORE -' OR ITS SUBSID—f AND IS LOWED IN CONFIDENCE FOR T ENGINEERING µD MUTUAL ASSWM E PURPOSES ONLY, uAIEIxW_ CHECKED BY AND MAY HOT BE REPRODUCED OR USED TO MANUFACTURE . A y N/A ADA JOHNSON ANYIHRIG DISCLOSED HEREON WH1gUf THE DPRESS APPUEO FINISH_ uvrt OF MEASURE APPROVER BY: PERMISSION OF OVERHEAD DOOR CORPORATION WHICH MAY REU L THIS SHEET AT A TIME. NONE EACH S.B000HER W1NYOAD, Y80/281/3E 11/18/94 ,' 25/37-5 PSF, F 16'-0" MAX DD - 408832 'NUMBER 1 1 /2+3#9 'scALE: 3/8 SHEET 2 OF Lit..�r-a -L--J LJ..t�, SGI�-Y 1l.�J . -k ' - ,�estpata Review Cerlifict. Certificate=:02644 i C - ......:ter:e.� eS—L,Uc Sen-ices: = _ �e u 1s :'viewed _u 1cmtr_- a� Qoc'_��-�en_aon �LI, ^i� iSo'_:'_:�-_�idCr "� i% S: �� ., Z 'LOT Door "-oc_uc-__5 on Md1C3�� DelOw iO aet�^_iuz: Me ?ZDiODI:sL2 i -- t, load any .'tit;ac: _ L:_:li- adz I.OLIl ; i 1Ci1C P- C)LOcol RA-20 1 an, a was- xiO_ iDD1iCaD111ti in S'4t?'.:1Q%: OI zhLe dw.:.a COIlLi:_T_+-^_ '_r *•� - • L "+or�anc,. Dal--- :Y1Gnti?1 for :LL: Oroducl 11Il? =IIG •-L.LJu . v.'. i t / � � _.. :1r.. ies mat rhe ,-s !-!:)o •-1 �.1JviL'Lz - •-• - - i�:': w.r ine :4 ice. C... _ '� iasc ' �.. cater o_ eT a =s (CGP' 7e-Ji��C� `. - Or��C.. SIle�'' S) c0Il:21.iiec '� u::-vC?'iC: daLi-�'�-1121 Spec'`ed herein. ' he a ached ?-s oLllt..?,'?--"n j , _ . c.Qor (- . ��..)P%Te_5y '71. ;�2L'-'-tioII ic�::CeS (11uiQl1e1V D=- 'tiered byDroGllCi model) DrOV1Qe5 .Cpi -�� I1GIl oT- oIl 'Or each 0cuc: model reviewed indicarina tae -,4s lab, - c�d '�531121: n -: ��Or: oIl=0T�3IipIl anc ratings for des1g'' load nd 2Lp711cab* GI 4:c n;ss:,� • ` 2L•T?Lc:ible COP'S and -'a nce5 mlISZ D23' .ue YV?i10c EIl-terZ-Y - . �Entrti'-Doors_ C- _'v1De_el3: wood el - d�e Ste Door (tilari�-302644 7C-001', fetal -Edge Steel Door arriz :H30_6411C-00'7-) Fiberzlass Door =;)CnakD has no care: �--`o`i246 of :he :eau` Conau=c snr lLC.S made no LIie71I t i a. _ ir•�� ; o; �Or?'O„^^Q* �t aie Q¢tII C:1DniFuZZ. �.ne res.Tew •L S--+1i71C, ^ -: CJl2�I1G.eQ wag Oni1- :D ilie L:.^orCiDi:�^, �•, �l .ne r 0?,S =rp :orTo -- ; •rogc"71Za»OTIS 0; LIE 1CUC sup-pizea Jrom 1 - ` JeJTlitip reble`ry x:,^,,g; pr J- -C:urIIl Deror=nCe renuiz- oniv cr.0 u..� n,.ol revte;v 0`�:r :miirralion or wares 7ene:� a on ,WA rcul-". r .j aim-�lr?asoIl, ."-oiec: ?viaza zt: APR-16-2003 WED 03:49 PM TRIM PAK FAX N0, + Av-16, 2M' 3:33PM PRE M DICKSON 615 446 7M � paj P. 02/ 12 No.1918 P. 1/1) C. l Masonite International Corporation TECHNICAL ADVISORY To; PD White Date: April 16, 2003 Cityof Oviedo, Florida (4071977-6027; 4071977-6025 fax) From: Kenneth R- doff CC: D. Sund (407/957.6234 fax) Sr.T,rojcctManager Exterior Door Product IL Duty (8131982-D914 fu) kimboll?Qamsonite.com b13/4414255 oMcc 813/335 4171 mobile 6151446.77.29 fax Subject: Air & Water Performance Results on Exterior Door Units Suba tted'for lterndtting by Engle Homes. Reference, Product Approval Sheet's COP-WL-MA0101-02; COP-WL-MA0121-02 Indepantl y Validated under the Warnock Hersey (WH) Mark. .Zt is our belief that the exterior door ut its defined under the eforementioued certificate of erformaltce {COP) sheets comply 1vith the rcquireri r of the:,2001 Florida_Btulding ,ode.(FBQ .Chapter 17 ;(Structural Tests &-Znspcctions). This .unit was .b ,CeenAested:in -accordance w1116 Mimi -Dade B.uilding:, Code' 'Compliance Office (BCCO) ; protoeol PA202 ..;performance guidclint. PA202 procedures include wate1 penetration in F accordance vt►lth ASTM "E3.31 Standard ;Test Method for Water Penetration of ;Exterior: Windows, Siry%ghts, Doors, rend iC4Hain Walls by Uniform Static Air. Pressure Difference. infilu'etan 'in accordance with ASTl1+l E283 Standard 'Test Method fur ,Determining the Rate of Air Leakage Through Exterior Window, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen. Masonite certified test report noted on page 2 of the COP sheet (NCTL-210-1973-1,2,3 / copy enclosed) confirms that this unit achieved no water penetration at 8.25 pounds per square foot (psf) for door units designed to swing out Door units designed to swing in achieved no water penetration at 2.86 psf. The test report also confirms that this unit achieved an air infiltration rate of 0.03 cubic feet per minute per ,square foot of crack .(cfaVfF) for door units designed to swing out. Door units designed to swing in achieved an air infiltration rate of 0.18 ofm/ft'. Thank you in advance for your further review of this information & let me know if you require additional information to resolve this subject. . Respec ly Submitted, Masontte/Prontdor Exterior Door Products • One Promdor Drive • Dicktos, Tonne9oee 37055 ArTak. Cnatlegatc. Ceico, Colorado, Dceor, DorFab, Pntergy, Evergreen Johnson, Monterey, Oakoraft, FremvU. Rachman Univcraxl, Royal Mahogany Froductc, Spin -Rite, Spocialty/Buylite, steelwood APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. + P. 03/12 W - 16. 2003 3134PM PREMDoR DICKSON 616 446 7229 No.7916 P. 2/11 Prcmdor Entry Systems -3- NCTI.,210.1973-1,2,3 (S)(F) STRUCTURAL TEST RESULTS SPECIMEN NO IS (Outswine) PARAGRAPH NO, TITLE OF TEST Mrw%R9 n A=WED 5.23 Air Infiltration 1.57 psf (25. mph) 0.02 CFMTV 0.20 CFM/FT2 5.23 Uniform Static Air Procedure Design loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior i Meets as stated 52.6 Water Resistance (5.0 GPHM4) WTF - 8.2.5 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.041" 0.144" 114.0 psf interior 0.124" 0.1441, STRUCTUR*LT�:ST RESULTS SPECIMEN NO.25 (Outswing) PABAGRA 'M NO4 TCTL>E OF TEST _7y1EAZURED ALLOWED 5. 2.7.:. Alrii tflltradon 1 57vpsf (25 rapt) 0.03 CFM/Fla 0.20 CFKTT-2 5.2.3 Uniform Static Air Procedure Design..=Loads (30:second durations) 74". psf exterior Meets as. stated 76 O psf'intmior ,Moots as stated 5.2.6 Water;Reslstance (5k GPWFT AITP - 8.25 psf No Entry No Entry 5. 2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.051" 0.144" 114.0 psf interior 0.147" 0.1444 STRUCTURAL TEST RESULTS SPECIMEN NO 3S (Inswinyl PARA9.$ArH NO,, TITLE OF VEST MFsAMM-P ALLOWED 5.2.7 Air Infiltration 1.57 psf (25 mph) 0.1 s CFM/Fv 0.20 CFMIF71 5.2.3 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meats as stated 76.0 psf interior Meets as statod 5.2.6 Water Resistanco (5.0 GPHIFV) WTP = 2.66 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.143" 0.144" 114.0 psf interior 0.039" 0.144" Huu-cv-euue inu uo. oo rn imin rHh rHli Nu, 4u ido lbed4 f, UL/U11 1-WO for DL-velopers and Builders or.Residentiai ausing SU P.O. rsox 6994 T ltue:vilie, i--. 32,793 • Phone (407) 289. US • Fax (40T) 2Et-4-SUS i'•,NC: Yj,i'•i. �'ti.. D"fif'f?_Q�T'j�(?DLTC7 .4C`C'FPTAhi`p 'tD2JDD Kmiksr:l Corporation 516 &i ,t Sn n�a Ana S trect 11.0. Foy .1250 .tnaheiill, Cali(ot;.ia 92903a?S0 D�.,S Rli?"rim or v r r Modcl Dcsirn;ttion. Kmikset Stars and Titan Scric. (CTlindricaI Lo:i:s) htazimum 4ve -U Sim: 2 ,1V F= Bore -"ith a.1- Cross Dore'( 2.5/8" or 2-314" Backset ) Gwicral dewiip iop: CS•lindrical bored tlgr lock I Tc;li?d rV !iir.Cri.-m Test 1"Abs of South Florida. Test Peron n�A-M 021103-%. 0212.04-96 signed and.ssalrA 174•'William R Muimer, }'.F.... pfi?�TED , Test Itad Desi �n Load r��rGfihi ;: ntn (.:.S'rM F-812 t PA-203) passed gassed 1�,1re'itiscile IniT18Ci. 2Dl passed pzsse] (htpacleit as-ins-��:ng unit) .i•i1c�,,�yl:�adt�g'T'�st 673`w:a.] c,-clzs ` i ikseC Series pasiiit e " 65;0<psf GS:D"gsi Fmiglmtr�.Loading Test_. 671 Taal c}•cle, . ` Kwikset'Scries negative R6.0 psf 86.0 psi raaftic Lmiin- Test 671 total c3•clts Tit= Series posiiive 86.0 psf . 8.6.0 psf Fatigue Loadhig Test 671 'total cycl Titan Reriss neertive 86.0 rsf S6.0 loe D,� Smi Pressu e Minim: Y.iNiksa Series -Passage Positive .65.0 pcf (OtTMUNG) Entrn (requires•1a3r:age b61t) Negative 65.0 psf Deadbolt gn pressuzc. ka6ng: 1�t�1,Zse, Scrics - Passage Positivc 65.d TJSf. UNSW NG) Emly (requires �ssap bolt) Negativr- 86.0 psf . Dradboh 1.)cci gn i'; csrure P.ating: Titan Series - Passa ;e Positive fir, 0 psf (CTtJTS��Il�GI L•Il[N (IequifeS Lki5t3nC: bolt) NC�3tiV8 R6:p 'p5` . 1N56V1.�1G) I�e3dboiT ' � � iA'S'iAl,lf:�'C'lOi� .Tin ANCf9C)7:ittiCT; See mver.Se side this paRe = Q; STp,r OF 1. Arprc.v.�d fcr use iri Jocatioiu adhering to the S.B,C.C.I., S.F.i7- .C., S.F.B.C. Brou'ard Edition and whcsc t1rc�v5� requistmmts at dett.rnumed by ASCI�. 7 Mitt imum Desibn Loads for Buildiatg5 and Other Stnierures does not' , prrssu re ratings listed -above. '�i, R •� 2. The Grade Ratictg of a loci. is not partinemi jo sts�achtral performance as relates to Hurricane I Wind Cnde Compi1 3, M.-iy b:s used on doors tcstcdto design pressures eeur�l to or less than thorz shou-r above. 4, Applic:ltion for building p`rutit shalt b accotnp=. ec5 by a cop, of this approval. ' .. nuu-cv-cuuc 1nu uc- cc rrI inin rnn riiA Nu. 4u tdb IDG34 r, uZs/U'j INSTALLATION OS LOCH S'.L'.TS PER TESTING Acceptance W309400 PER E'� r-w�.RDwnRE KWIKSET SERI PROVIDED r-THUMB TURN NOTc.. TO BUILDING INSPECTOR THESE KWIKSET AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PURPOSES AND REFLECT TESTED CONFIGURATIONS. ,DETAILED INSTALLATION INSTRUCTIONS AFtE. PACK,4GED WITH THE LOCK UNIT INDIVIDUALLY, A l y� TTT.'ov f,S. ;PIES wean scRn+'-�� n o: ATE. " WOOD S;:r�F'N -• \ E.M, ije:E PLATE prR 1•IRGwARE riUN8 TURN A.DED 'CHINE SCREW �� KEYED WOOD SCREW - 1 WOOD DEAD BOLT w/ v 2 31Er or 2 3/4- PLATE I Ile SACKSET :cWcw WOOD , 1 CscrtcW WOOD SCREW •--\ 2 3/3'. orr 2 3/ STRIKE _f SACKSET PLATE s rrODO C ) t.. i T��-f DEAD BOLT r/ - 2 3/*S' or 2 3/1- BACKSET MECHANISM TO BE HANDLE SET, LEVER or KNOB. ;� 7V7��r /r 'KUO J 1JATCH DOLT W/ or 2 3/4- , BACK3ET _ PER / PER IiANDL - SET MECHANISU TO BE HANDLE SET. LEVER or KNOB. NOTE TO BUILDING INSPECTC MECHANISMS WITHIN THE CLOT ARE OPTIONAL TO THE PRIMAF MECHANISMS SHOWN. FOR EXAMPLE: A THUMB TURN DEAD- LOCk CAN 9E SUBSTITUTED WITH A KEYED MECHANISM WITHOL . INVALIDATING THE SYSTEM. Glazed Outswing Unit \� 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT. E Wwr k H--y �tl•® Test Data Review Certificate ►3026447A; i30264478; 03026447C and CONTest Report Validation Matrix ►3026447A-001, 002, 003; ►30264478-001, 002, 003; ►3026447C•001, 002.003 provides additional information - available from the ITSrWH website ww o dsemko* m), the Masonite website www.masonile.com) or the Masonite technical center. Note: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 87. Double Door Maximum unit size . 6'0' x ST Design Pressure l( +47.0/-47.0 Umited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and Impact resistant requirements for a speeifle building design and geographic location is determined by ASCE 7-national, state or local building codes so" 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: am 00 822 Series 1/2 GLASS: - o0 404 Series 108 Series Oakcxaff WeoJ- r e J MEi K _*Y F16altOr.ASS eNTRY DOORS N-X—.d nlwy[u;;; Deep PREMD1D,o ,lam rw[n.taoa He..Iew OYell[v Dew[ Ow cpntNeinq program of productimprav[m.m makn apeoewnana. G[ign and p[pdutl Masonite International Corporation p doW tuhiis to clung[ wdmw nwk.. XX Up WLMA0167! Glazed Outswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 852 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and.License Number: Ramesh Patel, P.EJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles -constructed of 1-5/8" . laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTEDIN ACCORDANCE WITH MIAMI—DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001. Florida Building Code, Chapter 17 (Structural Tests and Inspections). � J � State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 sl r Test Data Review Catticate I3026447k IM264478: /3026447C and COUTest Report Validadw Matrix /3026447A- 001. 002. 003; /30254478.001, 002. OM, #3028447C-Ml. 002,003 ptevides additional Information - mID Dle from the fTS/WH weWle (www.etlsemko.com). the Maspnite =Site (www.muonite.com) or the Mas ME technkat center Oakggaft W ooJ.. r.in 73 �'rt^' atclu.l••I�fr••w pt a EROx.ASS ENTRY UOORs r a• awtr.zaax Ow contMuinq Program of peoellq imprOV•/nmx makes se•dxkatlan, deign and Product Masonite International Car oration P data suhl•.t to dung. WAWA n•tk•. XX Unit lDI)) I OUTSWING UNITS WITH DOUBLE DOOR TYPICAL HINGE ATTACHMENT TYPICAL ASTRAGAL PROFILES 1-4n6' ,-t3n6' 4' x 4' BUTT HINGE r (12 GAUGE) f SIDE JAMB I DOOR PANEL 2-t 5/16' 2-5/8' ©, © i DIAMETER 6' Sn T STEEL ouME MINIMUM- ,-�4- STEEL r MINIMUM MINIMUM- 0 1-3l4' 0 STHROEGUIEO r N: n TvqRow - REOUIRFD +I L (6) I10 x 3/4' FIAT HEAD WOOD SCREWS Tn ac enncn TV SI sne 144- OUMETER STEEL MINIMUM- r MINIMUM TNROW REWUIEO t I r I � r _I �' i• �' t, ALUMINUM EXTRUDED ASTRAGAL (0.06- MINIMUM WALL THICKNESS) WITH ADDED REINFORCEMENT INSERTS AT TOP EXTENSION BOLL BOTTOM EXTENSION BOLT AND CYLINDERICAUDEA08OLT LATCHING LOCATIONS. ATTACH WITH 18 X 1' PAN HEAD SCREWS -LOCATE 1' FROM EACH END MINIMUM AND 22' O.C. MAXIMUM. TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD FRAME HEADER (1-1/4' X 4-9/16- WITH 1/r STOP HEIGHT MINIMUM) . l��a i) T LONG X t/Z' CROWN RE STAPLES FINGER -JOINTED KILN DRY WOOD S10E JAMB (1-1/4- X 4-9/16' WITH 1/2- STOP HEIGHT MINIMUM) ••un u< awr noun mmmuml Ww".ck Hw..y ® HIGH PERFORMANCE BUMPER THRESHOLD (4.9l16' X 7Ar STOP �® EIGHT MINIMUM) Test Data Reriew Cartiflcats ® /3026447A:130264478: 03026447C and COP/rest Repoli Validation Matrix 13026447A-001. (2) /8 X 1-3/4' LONG 002. OM: #30264473-OM. 002. RAT HEAD WOOD SCREWS OR 003;13026447C-001. 002 001 (3) 2- LONG X 1/2' CROWN WIRE STAPLES prov des additional Information - avadaGle Irom the ITSAVH weDsits (www.ddsemko.cem). the Masomte wetlaite (www.masortite.com) or Me Maswite technical center. t,<wa.•Iv tree � PRF�4'�G� June 2002 .. o..u•, o.... W Uur cmenuine arotlnm oI oromrt imwor.mem mrllaa 3oedantlolk M a s o n i t e Inter national C o r p o r a t i o n dawn vY araar4 chat waist to cnw" w41toW mtim. BACK BEDDING (COW 995 OR EQUAL) C MAD WLpMA0a4Yi 02� • - see - i SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND . _er. e• lAr SINGLE PANE GLASS; 1/2% 3/4' OR 1' DOUBLE PANE. 2 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1/8' SINGLE PANE GLASS; 1/2'. 3/4' OR 1' DOUBLE PANE: 3/4' OR 1' TRIPLE PANE INSULATED' GLASS HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 1/Z. 3/4' OR 1' INSULATED GLASS. 16 X 1.1/Z PAN HEAD SCREWS LOCATED 13.Ila* MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM nRW,➢ nnnn 1-7/16 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service. 1/8' SINGLE PANE GLASS; 1/2 , 3/4' OR 1- DOUBLE PANE: 3/4' OR I*, TRIPLE PANE INSULATED GLASS 1/B' SINGLE PANE GLASS: 1/2', 3/4' OR 1' —�-- DOUBLE PANE: 3/4' DR 1' TTRIPLE PANE INSULATED GLASS Wr"emck ►Mr y Test Data Review certificate 13026447A: #3a264479: 130Y6447C and COP/Test Report Validation 1VAfij&® Matrix 13026447A-001. M2, 003:130264476.001, 002, 003: 13026447C-001, 002. 003 provides additional information . available from the ITS/WH websits (www.etisemko.com), the Masorete m websfte. (www.masoMte.com) at the Masonite technical center. - June 17, 2002 .. o..u„ o.... Ow emomina oroerem of product lmor"emern maus saecaodwt. Masonite International Corporation da. r and omdua dmd wolea to chap" wiNost mom XX Unit 6. ' 3• 6• TYP. TYR CL TYP. TYR :;' MID WL NtA0002 02 DOUBLE D••- 6' TYP. 61" UNIT 87 UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYR t, • 6 per vertical framing member • 8 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. • Width of door unit plus 112" • Height of door unit plus 1/4" r 1 i t r i ♦ 1 W--Cx ► -- Test Data Review Certificate $3026447A; 130264478;13026447C and COPRrst Report validation 10JIN- Matrix no26447A-oat, 002. 003;13026447"1, 002, 003: 03026447C-OM, 002.003 provides additional information - available from the IT&WH website (www.ettsarnko com), the Masonite �® website (www.fpasenita.coml or Me Masonite technical under. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A1562) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3147, 3167, 3242% 3247, 3252- or 3257 Compliance requires that 8" GRADE 1 (ANSUSHMA 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" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-114" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment 3. Wood bucks by others, must be anchored property to transfer loads to the structure. .L� 1.duJwlr free June 17,2002 Masonite Internatlonai Corporation Our tq OmW+m at oratluct Imororement makes spwtidtlam destee rn4 predua emu suyeu to dung wxnwt noon. 50-0-0 - 1A-A-n P4' - 7-0-0 -._ 19-4-0 TO STEP IN BEAM — 7-0-0 _ HJ7 CARACAS ELEVATION 1 COFFER CLG. EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 4-12-02 REVISED: 1 -16-06 CARC1T I I w (!1 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. ALL OTHER BUILDING CODE DESIGN REQUIREMENTS ARE BY OTHERS. 2255 AVOCADO AVE. MELB., FL. 32935 ® OFFICE: (321)254-1581 FAX: (321) 254-1582 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FfNAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMEN APPROVES THEM IN ADVANCE. 9-4-0 PLATE HT 10-8-0 PLATE HT 12-0-0 PLATE HT 12 4610-4-3-1- f AL ��lr 811 DESIGN BY: ACJ ACAD BY: KSM DESIGN CRITERIA COUNTY: _ CODE: FBC-ASCE 7 LOADING: TILE MWF SPEED: 120 M.P.H. SCALE: 1/8" = 1'-0- EXPOSURE CATEGORY = B MEAN HEIGHT: 18'-0' 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: lOpsf TC DEAD: 15psf BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf BC DEAD: 05psf DUR FACTOR: 1.00 DUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC .NON -CONCURRENT BC LL lopsf FBC TABLE-1607.1.27 FRC TABLE R301.4 (NOTE 8) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B,G,H) NON -CONCURRENT BC MOVING LL 200b FBC TABLE 1607.1.31 DEFINITIONS MWF = MAIN MIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT N =POUNDS _.y !;` � �., '# Index Page 1 of 1 umber: Lot Number: I U .neous: Address: - The information in this box is for administrative purposes only and is not part of th\e neeri review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:CARC1T - Engle Homes/CARC1T/Master#3888 BOBBINS Tampa. FL 3365 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 T06011891 01 /20/2006 62 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 responslbllty 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 1 101/20/061 G1 I 5 01/20/06 1-11D 9 01/20/06 H1H 13 01/20/06 H1P 17 101/20/06 jH1M 21 01/20/06 H2A 25 01/20/06 T2E 29 01/20/06 H21 33 101/20/061 HK 37 01/20/06 T4B 41 01/20/06 F5A 45 01/20/06 H6C 49 101/20/061 MV4 53 101/20/061 HJA 57 l01/20106I EJ78 61 01/20/06 CJ1 Date Mark 1 2 101/20/061 H1A I 6 101/20/061 WE 10 01/20/O6 Tl 14 01/20/06 HU 18 101l20/06 H1N 22 101/20/061 H213 26 01/20/06 H2F 30 101/20/061 G3 34 01/20/06 H3D 38 01/20/06 T4C 42 01/20/06 H6 46 01/20/06 M6D 50 01/20/06 MV2 54 OV20/061 HJB 58 01/20/06 EJ3C 62 101/20/061 CJ1C Date Mark 1 3 101/20/061 H1B I 7 01/20/06 H1F 11 101/20/061 H1R 15 101/20/06 H1K 19 01/20/06 H10 23 01/20/06 H2C 27 01/20/06 H2G 31 101/20/06 T3A 35 01/20/06 H4 39 101/20/061 4D 43 01/20/06 GE6A 47 101/20/06 G7 51 101/20/06 HJ7 55 101/20/061 EJ7 59 101/20/061 CJ5 Date Mark 4 01/20/06 1-11C 8 101/20/061 H 1 G 12 01/20/06 H1Q 7-16101/20/06 H1L 20 101/20/06 H2 24 01/20/06 T2D 28 101/20/06 H2H 32 01/20/06 H3B 36 101/20/O6 H4A 40 101/20/061 GS 44 01/20/06 H6B 48 101/20/061 MV6 52 101/20/061 HJ3C 56 101/20/061 EJ7A 60 101/20/061 CJ3 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 HL - 18 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Desiqn Engineer: Philip J. O'Regan License # 58126 Address: P.O. Box 280055, Tampa, FL 33682 111 0112111, 111411111040f4. t� A1Q � • (� � r°,� � �• i7�■:V y M r r + T {rft!!R!r'Y6;6144 Date Sealed: 1/20/2006 Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering CARCI T H2 1*2P SP 300300 6 1- 2- 0 0 CARC'1T (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 1-0-3 N 0 TC-=i------_- 7-0-0--- --- 15-0-0 5-8-0 i 2-7-0 Sx6 2x4 Sx8 ---- - 8 L C 7 2x4 p M 0 3-10-3 6x6 2x4 4x6 D E o A f 1 J SPL K H 4x8 3x6 5x10 3x6 W:800 W:700 R:2806 R:2589 U: 750 U: 697 BCI 30-3-0 b_ - - - 30-3-0 ALL PLATES ARE LOCK20 Scale: 0.191" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 *************** * 2-Ply Truss *************** CSI -Size- ----Lumber---- TC 0.41 2x 4 SP-#2 EX B -C 2x 4 SP-SS EX D -E 2x 4 SP-SS BC 0.57 2x 4 SP-#2 EX K -F 2x 4 SP-SS WB 0.82 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 30- 3- 0 BC Cont. 0- 0- 0 30- 3- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 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' 30.2' BC V 0 10 0.0' 30.2' TC V 50 38 7.0' 22.0' BC V 0 13 7.0' 22.0' BC V 200 200 7.0' CL-LB BC V 200 200 22.0' CL-LB TC V 145 145 7.0' CL-LB TC V 145 145 22.0' 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 Robbins Engineering, Inc./Online Plus- Lbs Lbs In-Sx In-Sx A 2806 751 8- 0 1-10 Hz = -88 F 2590 697 7- 0 1- 8 Hz = 88 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -M 0.30 5335 C 0.05 0.25 M -B 0.34 5283 C 0.05 0.29 B -L 0.55 6611 C 0.16 0.39 L -C 0.58 6611 C 0.16 0.42 C -D 0.41 5824 C 0.06 0.35 D -E 0.58 7 C 0.00 0.58 --------Bottom Chords --------- * -J 0.51 4710 T 0.43 0.08 J -K 0.57 4768 T 0.44 0.13 K -H 0.31 5196 T 0.24 0.07 H -F 0.54 10114 T 0.48 0.06 ------------- Webs ------------- M -J 0.01 102 T J -B 0.07 593 T B -K 0.32 2035 T K -L 0.10 1316 C K -C 0.25 1563 T H -C 0.14 963 T H -D 0.49 4905 C D -F 0.82 10308 C F -E 0.04 547 C WindLd LL Defl -0.29" in K -H L/999 TL Defl -0.61" in K -H L/573 Shear // Grain in L -C 0.43 DL Defl -0.43" at H L/817 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.88 B LOCK 5.Ox 8.0 Ctr-0.1 0.87 C LOCK 5.Ox 8.0 Ctr-0.1 0.87 K LOCK 5.0x10.0 1.0-0.5 0.85 F LOCK 4.Ox 8.0-0.5 Ctr 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Jt React Uplft Size Req'd ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online PIusT" © 1996-2005 Version 18.0,014 Engineering - Portrait 1/20/2006 10:47:37 AM Page 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 12 24 0 BC 1 12 24 0 WB 1 4 4 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 10308 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 Markk Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T H2A 1 Sp 300300 6 1- 2- 0 0 CAR'1T (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 2-0-3 0 0 N O TCiH 9-0-0 11-0-0 5-8-0 4-7-0 5x6 3x6 5x6 B K C - 6 N 2X4 J 5x6 4x8 r 4-10-3 D E O 4x6 T A F E52, I S1 H L 2x4 W:800 4x8 4x8 4x8 3x8 l W:700 R:1305 R:1210 U: 345 U: 327 ac 30-3-0 30-3-0 ALL PLATES ARE LOCK20 Scale: 0.190" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.50 2x 4 SP-#2 BC 0.90 2x 4 SP-#2 EX S1-F 2x 4 SP-SS WB 0.90 2x 4 SP-#3 Brace truss as follows: _ O.C. From To TC Cont. 0- 0- 0 30- 3- 0 BC Cont. 0- 0- 0 30- 3- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 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 1306 346 8- 0 1- 9 Hz = -123 F 1210 327 7- 0 1- 7 Hz = 121 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -J 0.30 2181 C 0.01 0.29 J -B 0.21 1860 C 0.02 0.19 B -K 0.35 1713 C 0.01 0.34 K -C 0.36 1816 C 0.02 0.34 Robbins Engineering, Inc./Online P1us- C -D 0.50 2015 C 0.05 0.45 D -E 0.35 2619 C 0.04 0.31 --------Bottom Chords --------- A -I 0.80 1948 T 0.19 0.61 I -S1 0.90 1995 T 0.20 0.70 S1-H 0.77 1995 T 0.10 0.67 H -L 0.41 2685 T 0.13 0.28 L -F 0.20 103 T 0.00 0.20 ------------- Webs ------------- J -I 0.13 311 C B -I 0.15 495 T I -K 0.25 382 C K -H 0.16 234 C H -C 0.15 502 T H -D 0.49 898 C L -D 0.17 1044 C L -E 0.90 2822 T F -E 0.19 1171 C WindLd LL Defl -0.27" in I -S1 L/999 TL Defl -0.45" in I -S1 L/770 Shear // Grain in S1-H 0.46 DL Defl -0.29" 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 6.0 Ctr 0.1 0.72 B LOCK 5.Ox 6.0 0.7-3.1 0.59 C LOCK 5.Ox 6.0-0.7-3.1 0.59 E LOCK 4.Ox 8.0-0.5 Ctr 0.97 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.85 L LOCK 3.Ox 8.0 1.5 Ctr 1.00 REFER TO ROBBINS ENG. GENERAL NOTES ANDSYMBOLSSHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2619 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:37 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T H2B 1 SP 291100 6 1- 2- 0 0 CARC T (Engle/Caracas Elv.1/M#3888) HO 4-3 0 HO 3-0-3 N N O TC '� ___ 11-0-0. 7-0-0 11 5-8-0 6-3-0 5x6 5x6 -iii B C i -- 6' ! N i r 2x4 0 J 5x6 '4x6 D of 5-10-3 4x6 A F S1 H K ® 2x4 3x6 4x8 4xB 3x8 W: 800 W:300 R:1343 R:1230 U: 340 U: 325 - ---- ------ ---- - - - -- 29-11-0 ALL PLATES ARE LOCK20 Scale: 0.211" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.91 2x 4 SP-#2 WB 0.78 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29-11- 0 BC Cont. 0- 0- 0 29-11- 0 WB 1 rows CLB on B -H Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Cases) Plus 1 UBC LL Load Cases) Plus 1 BC LL Load Cases) 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 1344 340 8- 0 1- 9 Hz = -157 F 1231 326 3- 0 1- 7 Hz = 179 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- Robbins Engineering, Inc./Online P1us- A -J 0.37 2213 C 0.01 0.36 J -B 0.29 1834 C 0.02 0.27 B -C 0.54 1629 C 0.04 0.50 C -D 0.37 1809 C 0.04 0.33 D -E 0.52 2217 C 0.06 0.46 --------Bottom Chords --------- A -I 0.91 1983 T 0.19 0.72 I -S1 0.64 1609 T 0.16 0.48 S1-H 0.63 1609 T 0.16 0.47 H -K 0.67 2253 T 0.24 0.43 K -F 0.51 134 T 0.00 0.51 ------------- Webs ------------- J -I 0.18 401 C I -B 0.12 396 T B -H 0.04 151 T 1 Br H -C 0.11 371 T H -D 0.41 680 C K -D 0.17 966 C K -E 0.78 2438 T F -E 0.22 1198 C WindLd LL Defl 0.24" in A -I L/999 TL Defl -0.38" in A -I L/926 Shear // Grain in B -C 0.31 DL Defl -0.15" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.73 B LOCK 5.Ox 6.0 0.7-3.1 0.83 C LOCK 5.Ox 6.0-0.7-3.1 0.59 E LOCK 4.Ox 6.0-0.5 Ctr 0.94 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.87 K LOCK 3.Ox 8.0 0.5 Ctr 0.97 REFERTO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses.Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2217 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 PIUST O 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:38 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T H2C 1 SP 291100 6 1- 2- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 4-0-3 N O TC'i 13-0-0 i 3-0-0 5-8-0 8-3-0 5x6 5x6 B C N 6i o 2x4 5x6 ' 2x4 4x6 K D 0 L E 6-10-3 - 4x6 A F J S1 H M ® 2x4 3x6 3x8 4x8 4x8 WI:800 W:'300 R:1518 R:1355 U: 494 U: 436 BC !----------- _ --- --- 29-11-0 -_------------- - 2 9 -11- 0 --- ., ALL PLATES ARE LOCK20 Scale: 0.211" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.53 2x 4 SP42 BC 0.97 2x 4 SP42 WB 0.57 2x 4 SP-#3 Brace truss as follows: O-C. From To TC Cont. 0- 0- 0 29-11- BC Cont. 0- 0- 0 29-11- 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' 29.9' BC V 0 10 0.0' 29.9' BC V 30 0 8.0' 16.5' BC V 40 0 11.1' 14.3' 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 1518 494 8- 0 1-13 Hz = -191 Robbins Engineering, Inc./Online Plus"' F 1356 437 3- 0 1-10 Hz = 238 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -K 0.51 2598 C 0,05 0.46 K -B 0.53 2449 C 0.10 0.43 B -C 0.15 1707 C 0.10 0.05 C -D 0.44 1967 C 0.05 0.39 D -L 0.24 1328 C 0.01 0.23 L -E 0.24 1328 C 0.01 0.23 --------Bottom Chords --------- A -J 0.91 2323 T 0.42 0.49 J -S1 0.97 1650 T 0.30 0.67 S1-H 0.84 1650 T 0.30 0.54 H -M 0.96 2284 T 0.42 0.54 M -F 0.48 177 T 0.00 0.48 ------------- Webs ------------- K -J 0.09 405 C J -B 0.38 863 T B -H 0.05 145 T C -H 0.18 574 T H -D 0.37 630 C D -M 0.56 1277 C M -L 0.07 323 C M -E 0.57 1790 T F -E 0.32 1327 C WindLd LL Defl -0.44" in J -S1 L/794 TL Defl -0.54" in J -S1 L/646 Shear // Grain in S1-H 0.44 DL Defl -0.14" 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 Gat, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.86 B LOCK 5.Ox 6.0 0.7-3.1 0.82 C LOCK 5.Ox 6.0-0.7-3.1 0.59 M LOCK 4.Ox 8.0 0.5 Ctr 0.95 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2598 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:38 AM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering CARCI T T2D 1 SP 291100 6 1- 2- 0 0 CARCI T (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 5-0-3 N O TC 'i__ 14-6-0 5-2-0 10-3-0 5x6 B - N 6; 3x6 5x6 J I 3x6 4x6 S1 2x4 C 0 I D H _- 7-7-3 i 4x6 A - E ® G S2 F J 2x4 3x6 20G-RHS-5x10 4x8 4x6 W:600 W: 300 R:1531 R:1430 U: 487 ------------------------- - ----- U: 484 BC- 29-11-0- -- ------ 29-11-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.212" = 1' Robbins Engineering, Inc./Online Plus"' A 1531 487 8- 0 1-13 REFER TO ROBBINS ENG. GENERAL Hz = -218 NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 18.0.014 E 1431 484 3- 0 1-11 ADDITIONAL SPECIFICATIONS. RUN DATE: 20-JAN-06 Hz = 294 CSI -Size- ----Lumber---- TC 0.70 2x 4 SP-#2 BC 0.80 2x 4 SP-SS WB 0.57 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29-11- 0 BC Cont. 0- 0- 0 29-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 BOCA Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 29.9' BC V 0 10 0.0' 29.9' BC V 30 0 10.0' 19.8' BC V 40 0 12.4' 16.9' Plus 6 Wind Load Case(s) Plus 1 U13C LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -H 0.66 2590 C 0.04 0.62 H -S1 0.66 2396 C 0.04 0.62 S1-B 0.70 2287 C 0.12 0.58 B -C 0.48 2518 C 0.08 0.40 C -I 0.38 2274 C 0.04 0.34 I -D 0.35 1304 C 0.01 0.34 --------Bottom Chords --------- A -G 0.61 2319 T 0.22 0.39 G -S2 0.63 1565 T 0.14 0.49 S2-F 0.80 1565 T 0.07 0.73 F -J 0.56 1304 T 0.12 0.44 J -E 0.23 217 T 0.00 0.23 ------------- Webs ------------- H -G 0.14 462 C G -B 0.40 911 T B -F 0.54 1176 T F -C 0.49 1450 C F -I 0.42 1336 T J -I 0.44 1298 C J -D 0.57 1798 T E -D 0.47 1389 C WindLd LL Defl -0.61" in G -S2 L/569 TL Defl -0.74" in G -S2 L/469 Shear // Grain in S2-F 0.45 DL Defl -0.23" 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 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.86 B LOCK 5.Ox 6.0 Ctr-0.1 0.65 S2 RHS 5.0x10.0 Ctr 0.8 0.97 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2590 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:39 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T T2E 1 SP 291100 6 1- 2- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 6-0-3 N Oi TCi 14-6-0 3-2-0 12-3-0 5x6 B Tr Sx6 1- 7- 0 3x6 4x6 C J D 61 3x6 si 2x4 - I 7-7-3 4x6 A E H S3 G S2 F 2x4 3x6 3x6 4x8 3x8 4x6 r W:800 W:300 R:1540 R:1397 U: 491 U: 464 ------ -- -- ---- 2 9-11- 0 - - - - - - 29-11-0 ALL PLATES ARE LOCK20 Scale: 0.212" = 1' Robbins Engineering, Inc./Online P1us- A 1540 492 8- 0 1-13 REFER TO ROBBINS ENG. GENERAL Hz = -227 NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 18.0.014 E 1397 464 3- 0 1-10 ADDITIONAL SPECIFICATIONS. RUN DATE: 20-JAN-06 Hz = 344 CSI -Size- ----Lumber---- TC 0.72 2x 4 SP-#2 BC 0.59 2x 4 SP-SS EX S2-E 2x 4 SP-#2 WB 0.66 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29-11- 0 BC Cont. 0- 0- 0 29-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 BOCA Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 29.9' BC V 0 10 0.0' 29.9' BC V 30 0 8.5' 17.8' BC V 40 0 11.7' 15.9' 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.65 2628 C 0.05 0.60 I -S1 0.65 2598 C 0.05 0.60 S1-B 0.72 2491 C 0.14 0.58 B -C 0.29 2186 C 0.03 0.26 C -J 0.59 1980 C 0.03 0.56 J -D 0.57 1236 C 0.01 0.56 --------Bottom Chords --------- * -H 0.56 2352 T 0.22 0.34 H -S3 0.48 1548 T 0.14 0.34 S3-G 0.59 1548 T 0.14 0.45 G -S2 0.50 1236 T 0.11 0.39 S2-F 0.57 1236 T 0.12 0.45 F -E 0.56 250 T 0.00 0.56 ------------- Webs ------------- I -H 0.12 467 C H -B 0.63 1058 T B -G 0.34 1007 T G -C 0.60 1235 C G -J 0.40 1030 T F -J 0.58 1198 C F -D 0.56 1711 T E -D 0.66 1357 C WindLd LL Defl -0.52" in S3-G L/664_ TL Defl -0.66" in S3-G L/525 Shear // Grain in S3-G 0.37 DL Defl -0.15" 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 0.87 B LOCK 5.Ox 6.0 Ctr-0.1 0.62 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 343 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2628 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:39 AM Page 1 Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering CARCI T H2F I 1 Sp 370704 6 1- 2- 0 0 CAR 1T (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 0 0 HO 5-2-9 N O TC'i._ 14-6-0 N 0 14-11-4 1 3-0-6 1 3-11-10 -j 6 6 i 5x6 5x6 E y B 5x8 2x4 3x6 1 5x6 �6 C7- 0-'- M N 1- 6- 3 D 4xx6 1-11-13 6 --- 3x6 - - - 2x4 S1 8-6-6 L 1-4-OG 1-4-OF 4x6 T F A G I S3 P 1- 2x4 K S2 J 3x6 H 3x6 4x8 T HGR 1R:1617 3x6 20G-Pi-IS 4x10 2x4 R:1704 :170 U: 418 U: 412 -BC;i - ------ --- 21-0-0--- 16-7-4 "_----------- -- 37-7-4 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.160" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.62 2x 4 SP42 BC 0.79. 2x 4 SP-#2 CW 0.37 2x 4 SP-#3 WB 0.92 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: 0. C. From To TC Cont. 0- 0- 0 37- 7- 4 BC Cont. 0- 0- 0 37- 7- 4 WB 1 rows CLB on J -C Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Cases) Plus 1 UBC LL Load Cases) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel Robbins Engineering, Inc./Online Plus- B -C 0.33 2374 C 0.04 0.29 C -M 0.31 2761 C 0.05 0.26 M -N 0.27 2766 C 0.05 0.22 N -D 0.41 2443 C 0.04 0.37 D -E 0.27 897 C 0.00 0.27 E -0 0.15 923 C 0.00 0.15 --------Bottom Chords --------- * -K 0.79 2618 T 0.23 0.56 K -S2 0.69 1997 T 0.18 0.51 S2-J 0.72 1997 T 0.18 0.54 J -H 0.39 76 T 0.00 0.39 G -I 0.59 2443 T 0.41 0.18 I -S3 0.51 1683 T 0.15 0.36 S3-P 0.68 1683 T 0.15 0.53 P -F 0.35 264 T 0.00 0.35 ---------- Chord -Webs ---------- H -G 0.37 216 T 0.00 0.37 G -M 0.16 337 C 0.16 0.00 ------------- Webs ------------- L -K 0.12 472 C K -B 0.42 816 T B -J 0.40 1273 T J -C 0.37 1640 C 1 Br J -G 0.72 2247 T C -G 0.23 744 T G -N 0.15 483 T I -N 0.29 670 C I -D 0.35 1105 T D -P 0.92 1677 C P -E 0.15 492 T P -0 0.43 1369 T F -O 0.62 1622 C WindLd LL Defl -0.26" in S2-J L/999 TL Defl -0.43" in S2-J L/999 Shear // Grain in B -C 0.33 DL Defl -0.27" at S2 L/999 on BC Plates for each ply each face. PLATING CONFORMS TO TPI. Jt React Uplft Size Req'd REPORTS: SBCCI 9761 Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. A 1704 413 8- 0 2- 0 BASED ON SP LUMBER Hz = -241 USING GROSS AREA TEST. F 1617 419 3- 8 1-15 Plate - LOCK 20 Ga, Gross Area Hz = 345 Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Membr CSI P Lbs Axl-CSI-Bnd A LOCK 4.Ox 6.0 Ctr 0.1 0.97 ----------Top Chords---------- B LOCK 5.Ox 6.0 Ctr-0.1 0.88 A -L 0.62 2925 C 0.16 0.46 C LOCK 5.Ox 8.0 1.0 Ctr 0.92 L -S1 0.55 2937 C 0.05 0.50 E LOCK 5.Ox 6.0 Ctr-0.1 0.66 SI-B 0.55 2829 C 0.14 0.41 O LOCK 4.Ox 6.0 Ctr-0.1 0.78 Robbins Engineering, Inc./Online Plus' 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:40 AM Page 1 S2 RHS 5.0x10.0 Ctr 0.8 0.81 G LOCK 6.Ox 8.0 Ctr 1.2 0.79' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 345 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2937 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD, FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T H2G 1 Sp 370704 6 1- 2- 0 0 CARC T (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 5-2-9 N O _TC. 15-4-0 19-4-0 2-11-4 5x6 2x4 3x8 3x6 5x8 B L Si M C m 4x6 3x8 N 1- 5-10 S4 T -- 2x4 8-0-3 6 K , 1-4-OE 1-4-OD 4x6 D A E 1- 4- 0 H S3 O ➢ 2x4 -- CEP 6x8 - 3x6 3x8 4x6 HGR W:800 J� S2 6x8 3x10 F 2x4 _ R:1667 R:1643 418 U: 18 U: 412 -B� -- - 21-0-0 16-7-4 - __ __ -- -- 37-7-4 ALL PLATES ARE LOCK20 Scale: 0.161" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.72 2x 4 SP-#2 EX S4-B 2x 4 SP-SS BC 0.94 2x 4 SP-#2 CW 0.37 2x 4 SP-#3 WB 0.74 2x 4 SP-#3 Brace truss as follows: O.C.. From To TC Cont. 0- 0- 0 37- 7- 4 BC Cont. 0- 0- 0 37- 7- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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) Plus 1 BC LL Load Case(s) Robbins Engineering, Inc./Online Plus- B -L 0.44 2313 C 0.03 0.41 L -S1 0.46 2321 C 0.07 0.39 S1-M 0.56 2321 C 0.03 0.53 M -C 0.55 1902 C 0.02 0.53 C -N 0.10 800 C 0.00 0.10 --------Bottom Chords --------- A -J 0.94 2522 T 0.23 0.71 J -S2 0.60 73 C 0.00 0.60 S2-F 0.92 73 C 0.00 0.92 E -H 0.62 1902 T 0.18 0.44 H -S3 0.48 734 T 0.07 0.41 S3-0 0.50 734 T 0.07 0.43 0 -D 0.30 253 T 0.00 0.30 ---------- Chord -Webs ---------- F -E 0.37 240 T 0.01 0.36 E -L 0.26 410 C 0.26 0.00 ------------- Webs ------------- K -J 0.21 535 C J -B 0.13 427 T J -E 0.74 1970 T B -E 0.15 477 T E -M 0.22 571 T H -M 0.53 895 C H -C 0.51 1598 T 0 -C 0.64 1071 C 0 -N 0.45 1409 T D -N 0.64 1672 C WindLd LL Defl -0.46" in S2-F L/959 TL Defl -0.73" in S2-F L/605 Shear // Grain in K -S4 0.36 DL Defl -0.35" at S2 L/999 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Jt React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 1643 413 8- 0 1-15 Plate - LOCK 20 Ga, Gross Area Hz = -215 Plate - RHS 20 Gat, Gross Area D 1667 419 3- 8 1-15 Jt Type Plt Size X Y JSI Hz = 334 A LOCK 4.Ox 6.0 Ctr 0.1 0.93 B LOCK 5.Ox 6.0 0.7-3.1 0.80 Membr CSI P Lbs Axl-CSI-Bnd C LOCK 5.Ox 8.0 Ctr-0.1 0.96 ----------Top Chords---------- N LOCK 4.Ox 6.0 Ctr-0.1 0.78 A -K 0.72 2806 C 0.04 0.68 J LOCK 6.Ox 8.0 1.0 Ctr 0.90 K -S4 0.72 2542 C 0.04 0.68 E LOCK 6.Ox 8.0 Ctr 1.2 0.67 S4-B 0.61 2418 C 0.16 0.45 H LOCK 3.Ox 6.0 0.5 Ctr 0.97 Robbins Engineering, Inc./Online PIUST © 1996-2005 Version 18.0.014 Engineering- Portrait 1/20/2006 10:47:41 AM Pagel 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 334 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2806 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T H2H 1 SP 370704 6 1- 2- 0 0 CARC1T (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 5-2-9 0 0 o O TC-'--------------17-4-0------------15-4-0 4-11-4 5x8 2x4 3x6 5x6 B M N C 3x6 2x4 2- 5-10 61 L 0 m 3x6 9-0-3 2x4 S1 1-4-OE R 1-4-OD 4x6 D A E S3 H 1- 4- 0 4x6 3x6 4.6 ® J S2 I F J HGR 3x6 3x6 4x8 2x4 R:1773 R:1731734 U: 418 U: 412 _--------- BC: -----21_0_0------ --- I 16-7-4 -- ---- - - ----- - - -- 37-7-4 -- -- - v ALL PLATES ARE LOCK20 Scale: 0.161" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- TC 0.51 2x 4 SP-#2 BC 0.90 2x 4 SP-#2 CW 0.81 2x 4 SP-#3 WB 0.89 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 37- 7- 4 BC Cont. 0- 0- 0 37- 7- 4 WB 1 rows CLB on L -I WB 1 rows CLB on I -B WB 1 rows CLB on C -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Cases) Plus 1 UBC LL Load Cases) Plus 1 BC LL Load Cases) Robbins Engineering, Inc./Online P1us- A -K 0.50 3007 C 0.14 0.36 K -S1 0.34 2760 C 0.05 0.29 S1-L 0.35 2679 C 0.04 0.31 L -B 0.33 2032 C 0.02 0.31 B -M 0.29 2159 C 0.03 0.26 M -N 0.37 2166 C 0.05 0.32 N -C 0.51 1437 C 0.01 0.50 C -O 0.43 98 T 0.00 0.43 --------Bottom Chords --------- A -J 0.90 2687 T 0.23 0.67 J -S2 0.62 2299 T 0.19 0.43 S2-I 0.70 2299 T 0.21 0.49 I -F 0.35 166 C 0.00 0.35 E -S3 0.76 1807 T 0.15 0.61 S3-H 0.79 1807 T 0.30 0.49 H -D 0.70 1021 T 0.08 0.62 ---------- Chord -Webs ---------- F -E 0.81 207 T 0.00 0.81 E -M 0.29 347 C 0.29 0.00 ------------- Webs ------------- K -J 0.12 367 C J -L 0.14 436 T L -I 0.20 698 C 1 Br I -B 0.04 145 C 1 Br I -E 0.65 2046 T B -E 0.26 831 T E -N 0.18 570 T N -H 0.89 919 C H -C 0.39 1217 T C -D 0.58 1832 C 1 Br D -0 0.17 193 C WindLd LL Defl -0.27" in E -S3 L/999 TL Defl -0.43" in E -S3 L/999 Shear // Grain in S3-H 0.43 DL Defl -0.19" at S3 L/999 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Jt React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 1734 412 8- 0 2- 1 Plate - LOCK 20 Ga, Gross Area Hz = -241 Plate - RHS 20 Ga, Gross Area D 1773 419 3- 8 2- 1 Jt Type Plt Size X Y JSI Hz = 345 A LOCK 4.Ox 6.0 Ctr 0.1 1.00 B LOCK 5.Ox 8.0 Ctr-0.1 0.97 Membr CSI P Lbs Axl-CSI-Bnd C LOCK 5.Ox 6.0-0.7-3.1 0.95 ----------Top Chords---------- I LOCK 4.Ox 8.0 0.5 Ctr 1.00 Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:4i AM Page 1 E LOCK 6.Ox 8.0 Ctr 1.2 0.81 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 345 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 3007 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T HN 1 SP 370704 6 1- 2- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 5-2-9 N O TC! 19-4-0 11-4-0 1 6-11-4 5x8 2x4 3x6 5x6 B L M C 71 w i 3x6 to 6; K 4N6 0 10-0-3 3x8 T,1-4-OE 2x4 S1 1-4-OD J 5x6 M D A E 1- 4- 0 S3 G ➢ 2x4 I S2 H F 7 _ 3x8 4x8 HGR W.800 3x6. 3x6 5x8 2x4 R:1695 R:1759 U: 418 U: 412 --- BC: 21-0-0 I - 16-7-4 -----� - - 37-7-4 ALL PLATES ARE LOCK20 Scale: 0.157" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.71 2x 4 SP42 BC 0.91 2x 4 SP-#2 CW 0.79 2x 4 SP-#3 WB 0.81 2x 4 SP-#3 Brace truss.as follows: O.C. From To TC Cont. 0- 0- 0 37- 7- 4 BC Cont. 0- 0- 0 37- 7- 4 WB 1 rows CLB on K -H WB 1 rows CLB on H -B WB 1 rows CLB on M -G WB 1 rows CLB on F -L Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1758 413 8- 0 2- 1 Hz = -267 D 1696 419 3- 8 2- 0 Hz = 357 Membr CSI P Lbs Axl-CSI-Bnd N LOCK 4.Ox 6.0 Ctr-0.1 0 ----------Top Chords---------- I LOCK 3.Ox 6.0-0.3 Ctr 0 Robbins Engineering, Inc./Online Plus- ® 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:42 AM Page 1 Robbins Engineering, Inc./Online P1us- A -J 0.44 3069 C 0.13 0.31 J -Sl 0.42 2814 C 0.05 0.37 S1-K 0.49 2714 C 0.04 0.45 K -B 0.47 1898 C 0.02 0.45 B -L 0.11 1927 C 0.02 0.09 L -M 0.27 1937 C 0.02 0.25 M -C 0.26 1207 C 0.01 0.25 C -N 0.71 1339 C 0.04 0.67 --------Bottom Chords --------- A -I 0.91 2745 T 0.23 0.68 I -S2 0.66 2237 T 0.37 0.29 S2-H 0.83 2237 T 0.37 0.46 H -F 0.60 161 C 0.00 0.60 E -S3 0.76 1666 T 0.14 0.62 S3-G 0.70 1666 T 0.14 0.56 G -D 0.56 275 T 0.00 0.56 ---------- Chord -Webs ---------- F -E 0.79 224 C 0.00 0.79 E -L 0.06 207 C 0.06 0.00 ------------- Webs ------------- J -I 0.14 407 C I -K 0.16 529 T K -H 0.26 782 C 1 Br H -B 0.34 908 C 1 Br H -E 0.81 2543 T B -E 0.48 1512 T E -M 0.17 535 T M -G 0.34 934 C 1 Br G -C 0.05 203 T G -N 0.47 1485 T D -N 0.64 1689 C WindLd LL Defl -0.35" in E -S3 L/999 TL Defl -0.53" in E -S3 L/837 Shear // Grain in S3-G 0.44 DL Defl -0.21" 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 5.Ox 6.0 1.4 0.6 0.89 B LOCK 5.Ox 8.0 Ctr-0.1 0.97 C LOCK 5.Ox 6.0-0.7-3.1 0.66 .78 .54 H LOCK 5.0x 8.0 1.0 Ctr 0.99 E LOCK 6.0x10.0 Ctr 1.2 0.97 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 356 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 3069 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T GI 1 SP 500000 6 0 1- 2- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 4-3 0 0 TC!_ _7-0-0 !2-8-11 10-0-0 10-7-15 19-8-0 N O 2x4 6x8 3x6 U 7x8 - D AA E -- 8x8 8x10 N B Y 2x4 61 3x6 0 R V 6 0 6 10-2-3 8x8 C 3x12 4x6 S1 2x4 1-4-OA_ CC W 1-4-OH 6x16 A 6x6 ke i` 4x6 Can Be 0 S2 K 1- 4- 0 H F W:800 3x6 7x8 8x8 5x8 TI, 10x12 R:5186 U:1336 2x4 7x12 Sx10 W:800 SPL R:3128 U: 784 L 10x12 BC!------...--------------- 29_0_0 21-0-0 __, --- 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Robbins Engineering, Inc./Online Plus - Checked for NonConcurrent 200 TL Defl -1.07" in L -S2 L/547 Lbs Moving Point Load applied Shear // Grain in U -E 0.41 Online Plus --.Version 18.0.014 at Panel Points and Mid -panel DL Defl -0.76" at S2 L/768 RUN DATE: 20-JAN-06 on BC Plates for each ply each face. CSI -Size- ----Lumber---- Jt React Uplft Size Req'd PLATING CONFORMS TO TPI. TC 0.84 2x 6 SP-#2 Lbs Lbs In-Sx In-Sx REPORTS: SBCCI 9761 EX D -E 2x 4 SP-#2 A 5186 1336 8- 0 6- 2 ROBBINS ENGINEERING, INC. EX E -Sl 2x 4 SP-SS 'Hz = -245 BASED ON SP LUMBER EX Sl-F 2x 4 SP-SS F 3129 785 8- 0 3-11 USING GROSS AREA TEST. BC 0.89 2x 8 SP-SS Hz = 246 Plate - LOCK 20 Ga, Gross Area EX G -I 2x 4 SP-SS Plate - RHS 20 Ga, Gross Area EX I -F 2x 4 SP-SS Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI CW 0.70 2x 4 SP-#3 ----------Top Chords---------- A LOCK 6.Ox16.0 Ctr-0.3 0.99 WB 0.89 2x 4 SP-#3 A -CC 0.83 10450 C 0.40 0.43 B LOCK 8.Ox 8.0 Ctr-0.5 0.94 EX 0 -B 2x 4 .SP-#2 CC-B 0.84 10769 C 0.42 0.42 C LOCK 8.0x 8.0 0.9-3.9 0.95 EX L -Y 2x 4 SP-SS B -C 0.45 9744 C 0.34 0.11 Y LOCK 8.Ox10.0-0.9-0.4 0.95 EX H -E 2x 4 SP-#2 C -R 0.82 12178 C 0.56 0.26 D LOCK 6.Ox 8.0 0.9-3.8 0.89 EX H -J 2x 4 SP-#2 R -Y 0.79 12120 C 0.57 0.22 E LOCK 7.Ox 8.0-1.0-4.3 0.81 PB --- 2x 4 SP-#3 Y -D 0.24 6967 C 0.18 0.06 F LOCK 4.Ox 6.0-1.4 0.9 0.95 D -AA 0.86 6225 C 0.32 0.54 F LOCK 6.Ox 6.0-4.3 1.4 0.88 Brace truss as follows: AA-U 0.73 5273 C 0.31 0.42 0 LOCK 7.Ox 8.0 Ctr 1.0 0.94 O.C. From To U -E 0.85 5269 C 0.23 0.62 L LOCK 10.0x12.0 0.5-0.3 0.93 TC Cont. 0- 0- 0 50- 0- 0 E -V 0.80 5046 C 0.38 0.42 S2 LOCK B.Ox 8.0 Ctr 0.4 0.89 BC Cont. 0- 0- 0 50- 0- 0 V -Sl 0.49 5696 C 0.31 0.18 K LOCK 5.Ox 8.0 Ctr 0.5 0.97 WB 1 rows CLB on O -C Sl-W 0.45 5790 C 0.31 0.14 H LOCK 10.0x12.0 Ctr 1.4 0.97 WB 1 rows CLB on Y -K W -F 0.73 5990 C 0.43 0.30 J LOCK 7.Ox12.0-1.0 Ctr 0.97 WB 1 rows CLB on AA-H --------Bottom Chords--------- I LOCK 5.0x10.0 Ctr-0.5 0.88 WB 1 rows CLB on E -J A -BB 0.72 9279 T 0.52 0.20 Attach CLB with (2)-10d nails BB-0 0.72 9279 T 0.52 0.20 at each web. O -L 0.89 12835 T 0.72 0.17 REFER TO ROBBINS ENG. GENERAL L -S2 0.62 8038 T 0.45 0.17 NOTES AND SYMBOLS SHEET FOR Loading Live Dead (psf) S2-K 0.57 8038 T 0.45 0.12 ADDITIONAL SPECIFICATIONS. TC 20.0 15.0 K -H 0.45 5841 T 0.33 0.12 BC 0.0 5.0 G -J 0.26 127 T 0.00 0.26 NOTES: Total 20.0 20.0 40.0 J -1 0.66 4929 T 0.46 0.20 Trusses Manufactured by: Spacing 24.0" I -F 0.63 5344 T 0.25 0.38 East Coast Lumber Lumber Duration Factor 1.25 ---------- Chord -Webs ---------- Analysis Conforms To: Plate Duration Factor 1.25 G -H 0.70 193 T 0.00 0.70 FBC2004 TC Fb=1.00 Fc=1.00 Ft=1.00 H -U 0.03 128 T 0.03 0.00 OH Loading BC Fb=1.00 Fc=1.00 Ft=1.00 -------------Webs------------- Soffit psf 2.0 BB -CC 0.04 296 C - Design checked for LL on BC Load Case # 1 BOCA Loading CC-0 0.18 567 T per BOCA (section 1606.2.3), Lumber Duration Factor 1.25 O -B 0.74 4028 T IBC/IRC-2003,and FBC 2004 Plate Duration Factor 1.25 O -C 0.81 4820 C 1 Br (section 1607.1), 20.0 psf. plf - Live Dead From To C -L 0.79 2930 C Design checked for 10 psf non- TC V 40 30 0.0' 50.0' L -R 0.05 183 C concurrent LL on BC. BC V 0 10 0.0' 50.0' L -Y 0.90 5797 T Prevent truss rotation at all TC V 50 38 8.0' 12.0' Y -K 0.87 3567 C 1 Br bearing locations. BC V 0 13 8.0' 12.0' K -D 0.89 2783 T Wind Loads - ANSI / ASCE 7-02 BC V 40 0 14.8' 17.3' K -AA 0.25 874 T Truss is designed as a Main BC V 40 0 22.1' 26.8' AA-H 0.42 1156 C 1 Br Wind -Force Resistance System. BC V 40 0 34.9' 38.1' H -E 0.66 3359 T Wind Speed: 120 mph BC V 200 200 7.0' CL-LB H -J 0.96 5228 T Mean Roof Height: 18-0 BC V 1370 1370 12.4' CL-LB E -J 0.65 1621 C 1 Br Exposure Category: B TC V 150 150 7.0' CL-LB J -V 0.70 729 C Occupancy Factor : 1.00 V -I 0.14 461 T Building Type: Enclosed I -W 0.11 350 C Zone location: Exterior Plus 6 Wind Load Case(s) TC Dead Load 7.0 psf Plus 1 UBC LL Load Case(s) LL Defl -0.56" in L -S2 L/999 BC Dead Load 3.0 psf Robbins Engineering, Inc./Online PlUSTM m 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:23 AM Page 1 of 2 Job CARCI T Mark GI Quan Type Span P1-H1 Left OH Right OH 1 SP 500000 6 0 1- 2- Engineering ,CARC T (Engle/Caracas Elv.1/M#3888) Max comp. force 12178 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION M 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, Ina/Online PlusT 0 1996-2005 Version 18.0,014 Engineering - Portrait 1/20/2006 10:47:23 AM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T HIA 1 1 SP 500000 6 1- 2- 0 1- 2- 0 CARM (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 4-3 0 � N 0 o O TC'iH 9-0-0 i2-8-1. 10-0-0 6-7-15 21-8-0 N 0 1, 6x6 6x6 F__ 6, D E 2x4 P rn 3x6 i 0 0 3x6 t 7x8 7x6 Q 6 11-2-3 0 B C 3x10 6"- S1 1-4-OA __ 2x4 2x4 1-4-OV N 1-4-OH 4.6 R 3x6 A 5x4 T 3x6 M L S2 K 1- 4- 0 V F W:800 3x6 6x8 4x8 4x8 H 6I R:2297 G 7x10 U: 559 U2x4 7x10 W:800 2x4 SPL R:2250 r U: 560 2x4 - - -- -- ----- -; o -_ t O BC 30-0-0 -- -, -- 20-0-0 - i L-.. _.. .------------- ------------..--------- ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Robbins Engineering, Inc./Online Plus- N -B 0.37 4018 C 0.16 0.21 E LOCK 6.Ox 6.0-0.4-3.8 0.92 B -C 0.58 4431 C 0.13 0.45 F LOCK 3.Ox 6.0-1.4 0.7 0.93 Online Plus -- Version 18.0.014 C -O 0.88 4923 C 0.28 0.60 F LOCK 5.Ox 4.0-3.3 1.1 0.99 RUN DATE: 20-JAN-06 O -D 0.43 3292 C 0.07 0.36 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.79 D -E 0.68 2945 C 0.12 0.56 H LOCK 7.Ox10.0 Ctr 1.8 0.81 CSI -Size- ----Lumber---- E -P 0.31 3491 C 0.08 0.23 I LOCK 7.0x10.0-1.0 Ctr 0.99 TC 0.88 2x 4 SP-#2 P -Q 0.62 3483 C 0.20 0.42 BC 0.96 2x 4 SP-#2 Q -Sl 0.57 3751 C 0.09 0.48 EX S2-H 2x 4 SP-SS SI-R 0.60 3854 C 0.22 0.38 REFER TO ROBBINS ENG. GENERAL CW 0.51 2x 4 SP-#3 R -F 0.60 4111 C 0.24 0.36 NOTES AND SYMBOLS SHEET FOR WB 0.82 2x 4 SP-#3 --------Bottom Chords--------- ADDITIONAL SPECIFICATIONS.. EX H -I 2x 4 SP-#2 A -M 0.89 3810 T 0.32 0.57 PB --- 2x 4 SP-#3 M -L 0.95 3606 T 0.60 0.35 NOTES: L -S2 0.94 3564 T 0.59 0.35 Trusses Manufactured by: Brace truss as follows: S2-K 0.61 3564 T 0.30 0.31 East Coast Lumber O.C. From To K -H 0.56 2892 T 0.25 0.31 Analysis Conforms To: TC Cont. 0- 0- 0 50- 0- 0 G -I 0.89 103 C 0.00 0.89 FBC2004 BC Cont. 0- 0- 0 50- 0- 0 I -F 0.96 3675 T 0.31 0.65 OH Loading WB 1 rows CLB on 0 -K ---------- Chord -Webs ---------- Soffit psf 2.0 WB 1 rows CLB on K -E G -H 0.51 241 T 0.01 0.50 Design checked for LL on BC WB 1 rows CLB on H -Q H -P 0.09 280 C 0.09 0.00 per BOCA (section 1606.2.3), WB 1 rows CLB on G -P -------------Webs------------- IBC/IRC-2003,and FBC 2004 Attach CLB with (2)-10d nails N -M 0.09 228 C (section 1607-1), 20.0 psf. at each web. M -B 0.09 295 T Design checked for 10 psf non- B -L 0.57 1780 T concurrent LL on BC. Loading Live Dead (psf) L -C 0.82 2535 C Prevent truss rotation at all TC 20.0 15.0 L -O 0.47 1467 T bearing locations. BC 0.0 5.0 O -K 0.33 1051 C 1 Br Wind Loads - ANSI / ASCE 7-02 Total 20.0 20.0 40.0 K -D 0.34 1070 T Truss is designed as a Main Spacing 24.0" K -E 0.08 190 T 1 Br Wind -Force Resistance System. Lumber Duration Factor 1.25 E -H 0.51 1207 T Wind Speed: 120 mph Plate Duration Factor 1.25 H -Q 0.13 438 C 1 Br Mean Roof Height: 18-0 TC Fb=1.15 Fc=1.10 Ft=1.10 H -I 0.83 3475 T Exposure Category: B BC Fb=1.10 Fc=1.10 Ft=1.10 Q -I 0.07 234 T Occupancy Factor : 1.00 I -R 0.13 403 C Building Type: Enclosed Zone location: Exterior Plus 6 Wind Load Case(s) LL Defl -0.54" in S2-K L/999 TC Dead Load 7.0 psf Plus 1 UBC LL Load Case(s) TL Defl -0.93" in S2-K L/628 BC Dead Load 3.0 psf Plus 1 BC LL Load Case(s) Shear // Grain in D -E 0.31 Max comp. force 4923 Lbs DL Defl -0.54" at S2 L/999 Quality Control Factor 1.00 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. FABRICATOR NOTES: at Panel Points and Mid -panel PLATING CONFORMS TO TPI. 1. EAST COAST LUMBER & SUPPLY on BC REPORTS: SBCCI 9761 J.C. WEBER P.E.#17455 ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD, Jt React Uplft Size Req'd BASED ON SP LUMBER FORT PIERCE FL. 34946 Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. 2. !!!CAUTION!!! READ 11SCSI-B1 A 2297 559 8- 0 2-11 Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE Hz = -275 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING & F 2250 561 8- 0 2-10 Jt Type Plt Size X Y JSI BRACING TRUSSES. Hz = 279 A LOCK 3.Ox 6.0 1.4 0.7 0.97 3. SEE ATTACHED DETAIL SHEET A LOCK 4.Ox 6.0 4.3 1.6 0.99 FOR: 1-JACK NAILS. Membr CSI P Lbs Axl-CSI-Bnd B LOCK 7.Ox 8.0 1.0-4.3 0.92 2-TBRACE. 3-BEARING BLOCK. ----------Top Chords---------- O LOCK 3.Ox 6.0-0.9-0.4 0.75 4. DESIGNER: LG A -N 0.43 4284 C 0.12 0.31 D LOCK 6.Ox 6.0 0.9-3.6 0.75 Robbins Engineering, Inc./Online PIUS- © 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:24 AM Page 1 Job Mark Quan Type Span. P1-H1 Left OH Right OH Engineering CARCI T HIB 1 SP 500000 6 1- 2- 0 1- 2- 0 .CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 O HO 4-3 O O N O O N TC'~ 11-0-0 ;2-8-1; 10-0-0 !20715i 23-8-0 O 6x6 6x6 6 I- D E 2x4 to 3x6 P O O i O 6x6 6x6 3x6 - 6 B c 4 12-2-3 6� 7- 2x4-� 3x8 1-4-OA N Sl 2x4 1-4-OH R 4x6 3x6 A 5x4 3x6 M L S2 1- 4- 0 K H F W:800 3x6 4x10 4x8 �!- 1 4x8 7x10 R:2290 G I I ! U: 559 2x4 6x10 W:800 SPL R:2235 U: 560 BC: i 29-0-0 21-0-0 50-0-0 - ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Robbins Engineering, Inc./Online P1us- A -N 0.42 4231 C 0.12 0.30 F LOCK 3.Ox 6.0-1.4 0.7 0.91 N -B 0.65 3999 C 0.20 0.45 F LOCK 5.Ox 4.0-3.3 1.1 0.95 Online Plus -- Version 18.0.014 B -C 0.49 4020 C 0.10 0.39 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.78 RUN DATE: 20-JAN-06 C -0 0.80 4460 C 0.23 0.57 H LOCK 7.Ox10.0 Ctr 1.8 0.97 O -D 0.45 3006 C 0.06 0.39 I LOCK 6.Ox10.0-1.0 Ctr 0.93 CSI -Size- ----Lumber---- D -E 0.14 2681 C 0.05 0.09 TC 0.94 2x 4 SP-#2 E -P 0.36 3313 C 0.07 0.29 BC 0.94 2x 4 SP-#2 P -Q 0.70 3302 C 0.21 0.49 REFER TO ROBBINS ENG. GENERAL EX S2-H 2x 4 SP-SS Q -S1 0.58 3728 C 0.09 0.49 NOTES AND SYMBOLS SHEET FOR EX I -F 2x 4 SP-SS SI-R 0.54 3831 C 0.10 0.44 ADDITIONAL SPECIFICATIONS. CW 0.55 2x 4 SP-#3 R -F 0.94 4039 C 0.33 0.61 WB 0.75 '.2x 4 SP-#3 --------Bottom Chords--------- NOTES: EX H -I .2x 4 SP-#2 A -M 0.82 3778 T 0.32 0.50 Trusses Manufactured by: PB --- 2x 4 SP-#3 M -L 0.94 3410 T 0.57 0.37 East Coast Lumber L -S2 0.91 3272 T 0.54 0.37 Analysis Conforms To: Brace truss as follows: S2-K 0.60 3272 T 0.28 0.32 FBC2004 O.C. From To K -H 0.54 2635 T 0.22 0.32 OH Loading TC Cont. 0- 0- 0 SO- 0- 0 G -I 0.93 110 T 0.00 0.93 Soffit psf 2.0 BC Cont. 0- 0- 0 50- 0- 0 I -F 0.54 3611 T 0.16 0.38 Provide connection to bearing WB 1 rows CLB on L -C ---------- Chord -Webs ---------- for 307 Lbs Horiz Reaction WB 1 rows CLB on 0 -K G -H 0.55 242 T 0.01 0.54 Design checked for LL on BC WB 1 rows CLB on K -E H -P 0.12 345 C 0.12 0.00 per BOCA (section 1606.2.3), WB 1 rows CLB on H -Q -------------Webs------------- IBC/IRC-2003,and FBC 2004 WB 1 rows CLB on G -P N -M 0.08 345 C (section 1607.1), 20.0 psf. Attach CLB with (2)-10d nails M -B 0.13 410 T Design checked for 10 psf non - at each web. B -L 0.45 1412 T concurrent LL on BC. L -C 0.42 2222 C 1 Br Prevent truss rotation at all Loading Live Dead (psf) L -0 0.49 1381 T bearing locations. TC 20.0 15.0 O -K 0.40 1102 C 1 Br Wind Loads - ANSI / ASCE 7-02 BC 0.0 5.0 K -D 0.46 1072 T Truss is designed as a Main Total 20.0 20.0 40.0 K -E 0.07 207 T 1 Br Wind -Force Resistance System. Spacing 24.0" E -H 0.75 1176 T Wind Speed: 120 mph Lumber Duration Factor 1.25 H -Q 0.16 509 C 1 Br Mean Roof Height: 18-0 Plate Duration Factor 1.25 H -I 0.90 3246 T Exposure Category: B TC Fb=1.15 Fc=1.10 Ft=1.10 Q -I 0.09 286 T Occupancy Factor : 1.00 BC Fb=1.10 Fc=1.10 Ft=1.10 I -R 0.14 427 C Building Type: Enclosed Zone location: Exterior LL Defl -0.59" in S2-K L/993 TC Dead Load 7.0 psf Plus 6 Wind Load Case(s) TL Defl -0.96" in S2-K L/605 BC Dead Load 3.0 psf Plus 1 UBC LL Load Case(s) Shear // Grain in P -Q 0.29 Max comp. force 4460 Lbs Plus 1 BC LL Load Case(s) DL Defl -0.53" at S2 L/999 Quality Control Factor 1.00 Checked for NonConcurrent 200 Plates for each ply each face. FABRICATOR NOTES: Lbs Moving Point Load applied PLATING CONFORMS TO TPI. 1. EAST COAST LUMBER 6 SUPPLY at Panel Points and Mid -panel REPORTS: SBCCI 9761 J.C. WEBER P.E.#17455 on BC ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. BASED ON SP LUMBER FORT PIERCE FL. 34946 Jt React Uplft Size Req'd - USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE A 2281 559 8- 0 2-11 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING 6 Hz = -302 Jt Type Plt Size X Y JSI BRACING TRUSSES. F 2235 561 8- 0 2-10 A LOCK 3.Ox 6.0 1.4 0.7 0.96 3. SEE ATTACHED DETAIL SHEET Hz = 307 A LOCK 4.Ox 6.0 4.3 1.6 0.96 FOR: 1-JACK NAILS. B LOCK 6.Ox 6.0 0.9-3.6 0.80 2-TBRACE. 3-BEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd D LOCK 6.Ox 6.0 0.9-3.6 0.75 4. DESIGNER: LG ----------Top Chords---------- E LOCK 6.Ox 6.0-0.9-3.6 0.75 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:25 AM Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Engineering CARCI T HI C 1 SP 500000 6 1- 2- 0 1- 2- 0 CARMT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 4-3 0 N O TC!'" 13-0-0 !2-8-1, 9-4-0 24-11-15 0 N o 1'� 6x6 _ `i D 2x4 2x4 I m Q M t 6x6 6x6 0 B C 3x6 16 -- N 3x8 12-10-3 6 1 S1 3x6 1-4-OA 1-4-OG T 2x4 0 4x6 3x6 A 5x4 t: 3x6 S R S2 P 1- 4- 0 G E W:800 2x4 4x8 4x8 5x8 6x10 F H R:2279 U: 559 2x4 6x10 W:800 SPL R:2239 U: 560 BCi i ---�-29-0-0 21-0-0 ! - - 50-0-0 - ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online P1us- A -T 0.60 4177 C 0.25 0.35 E LOCK 5.Ox 4.0-3.3 1.1 0.96 T -B 0.63 3676 C 0.22 0.41 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.79 Online Plus -- Version 18.0.014 B -C 0.22 3293 C 0.07 0.15 G LOCK 6.0x10.0 Ctr 1.2 0.98 RUN DATE: 20-JAN-06 C -Q 0.41 3444 C 0.12 0.29 H LOCK 6.Ox10.0-1.0 Ctr 0.99 Q -D 0.34 3466 C 0.08 0.26 CSI -Size- ----Lumber---- D -M 0.39 3359 C 0.07 0.32 TC 0.93 2x.4 SP-#2 M -N 0.66 3342 C 0.20 0.46 REFER TO ROBBINS ENG. GENERAL BC 0.93 2x 4 SP-#2 N -S1 0.57 3688 C 0.09 0.48 NOTES AND SYMBOLS SHEET FOR EX S2-G 2x 4 SP-SS S1-0 0.55 3791 C 0.10 0.45 ADDITIONAL SPECIFICATIONS. EX H -E 2x 4 SP-SS 0 -E 0.93 4048 C 0.33 0.60 CW 0.62 2x 4 SP-#3 --------Bottom Chords--------- NOTES: WB 0.98 2x 4 SP-#3 A -S 0.75 3733 T 0.31 0.44 Trusses Manufactured by: EX G -H 2x 4 SP-#2 S -R 0.77 3733 T 0.33 0.44 East Coast Lumber PB --- 2x 4 SP-#3 R -S2 0.72 3685 T 0.61 0.11 Analysis Conforms To: S2-P 0.54 3685 T 0.31 0.23 FBC2004 Brace truss as follows: P -G 0.44 2485 T 0.21 0.23 OH Loading O.C. From To F -H 0.93 124 C 0.00 0.93 Soffit psf 2.0 TC Cont. 0- 0- 0 50- 0- 0 H -E 0.54 3619 T 0.16 0.38 Provide connection to bearing BC Cont. 0- 0- 0 50- 0- 0 ---------- Chord -Webs ---------- for 324 Lbs Horiz Reaction WB 1 rows CLB on P -Q F -G 0.62 242 T 0.01 0.61 Design checked for LL on BC WB 1 rows CLB on G -N G -M 0.14 394 C 0.14 0.00 per BOCA (section 1606.2.3), WB 1 rows CLB on F -M -------------Webs------------- IBC/IRC-2003,and FBC 2004 Attach CLB with (2)-10d nails S -T 0.07 249 T (section 1607.1), 20.0 psf. at each web. T -R 0.37 510 C Design checked for 10 psf non- R -B 0.43 1346 T concurrent LL on BC. Loading Live Dead (psf) R -C 0.75 1056 C Prevent truss rotation at all TC 20.0 15.0 C -P 0.92 992 C bearing locations. BC 0.0 5.0 P -Q 0.12 367 C 1 Br Wind Loads - ANSI / ASCE 7-02 Total 20.0 20.0 40.0 P -D 0.98 1554 T Truss is designed as a Main Spacing 24.0" D -G 0.93 1432 T Wind -Force Resistance System. Lumber Duration Factor 1.25 G -N 0.15 487 C 1 Br Wind Speed: 120 mph Plate Duration Factor 1.25 G -H 0.88 3447 T Mean Roof Height: 18-0 TC Fb=1.15 Fc=1.10 Ft=1.10 N -H 0.08 279 T Exposure Category: B BC Fb=1.10 Fc=1.10 Ft=1.10 H -O 0.15 428 C Occupancy Factor : 1.00 Building Type: Enclosed LL Defl -0.44" in F -H L/999 Zone location: Exterior Plus 6 Wind Load Case(s) TL Defl -0.86" in F -H L/678 TC Dead Load 7.0 psf Plus 1 UBC LL Load Case(s) Shear // Grain in P -G 0.31 BC Dead Load 3.0 psf Plus 1 BC LL Load Case(s) DL Defl -0.42" at P L/999 Max comp. force 4177 Lbs Quality Control Factor 1.00 Checked for NonConcurrent 200 Plates for each ply each face. Lbs Moving Point Load applied PLATING CONFORMS TO TPI. FABRICATOR NOTES: at Panel Points and Mid -panel REPORTS: SBCCI 9761 1. EAST COAST LUMBER 6 SUPPLY on BC ROBBINS ENGINEERING, INC. J.C. WEBER P.E.#17455 BASED ON SP LUMBER 5285 ST. LUCIE BLVD. Jt React Uplft Size Req'd USING GROSS AREA TEST. FORT PIERCE FL. 34946 Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ 11SCSI-B1 A 2279 559 8- 0 2-11 Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE Hz = -320 Jt Type Plt Size X Y JSI HANDLING , INSTALLING 6 E 2239 561 8- 0 2-10 A LOCK 3.Ox 6.0 1.4 0.7 0.94 BRACING TRUSSES. Hz = 325 A LOCK 4.Ox 6.0 4.3 1.6 0.94 3. SEE ATTACHED DETAIL SHEET B LOCK 6.Ox 6.0 0.9-3.6 0.75 FOR: 1-JACK NAILS. Membr CSI P Lbs Axl-CSI-Bnd D LOCK 6.Ox 6.0 Ctr-0.6 0.75 2-TBRACE. 3-BEARING BLOCK. ----------Top Chords---------- E LOCK 3.Ox 6.0-1.4 0.7 0.92 4. DESIGNER: LG Robbins Engineering, Inc./Online PIusTM © 1996-2005 Version 18.0,014 Engineering.- Portrait 1/20/2006 10:47:26 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T HID 1 SP 500000 6 1- 2- 0 1- 2- 0 ,CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 4-3 0 0 N O TC 15-0-0 2-8-1 7-4-0 1 24-11-15 N O '14 1 6x6 D -- _-- �' 2x4 6! L 3- 8-6.% 6x6 T B C 3x6 --:6 6 - M 3x8 12-10-3 5x6 S1 1-4-OA SPLK 1-4-OG 2x4 N 4x6 3x6 A 5x4 3x6 W:800 3x6 20G-R1iS-3x10 4x10 6x10 F H R:2346 U: 559 2x4 7x10 W:800 SPL R:2270 U: 560 29-0-0 - 1 --21-0-0 =. - -- --- - 50-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd J LOCK 3.Ox 6.0 0.2 Ctr 0.57 ----------Top Chords---------- G LOCK 6.0x10.0 Ctr 1.2 0.98 Online Plus -- Version 18.0.014 A -K 0.96 4281 C 0.36 0.60 H LOCK 7.0x10.0-1.0 Ctr 0.91 RUN DATE: 20-JAN-06 K -B 0.68 4051 C 0.29 0.39 B -C 0.44 3668 C 0.09 0.35 CSI -Size- ----Lumber---- C -D 0.69 3746 C 0.25 0.44 REFER TO ROBBINS ENG. GENERAL TC 0.96 2x 4 SP-#2 D -L 0.36 3433 C 0.11 0.25 NOTES AND SYMBOLS SHEET FOR EX K -B 2x 4 SP-SS L -M 0.71 3427 C 0.22 0.49 ADDITIONAL SPECIFICATIONS. EX C -D 2x 4 SP-SS M -Si 0.59 3750 C 0.09 0.50 BC 0.62 2x 4 SP-SS SI-N 0.54 3854 C 0.20 0.34 NOTES: EX F -H 2x 4 SP-#2 N -E 0.88 4120 C 0.32 0.56 Trusses Manufactured by: CW 0.82 2x 4 SP-#3 --------Bottom Chords--------- East Coast Lumber WB 0.89 2x 4 SP-#3 A -J 0.53 3831 T 0.16 0.37 Analysis Conforms To: EX G -H - 2x 4 SP-#2 J -S2 0.40 3210 T 0.27 0.13 FBC2004 PB --- 2x 4 SP-#3 S2-I 0.62 3210 T 0.27 0.35 OH Loading I -G 0.57 2556 T 0.22 0.35 Soffit psf 2.0 Brace truss as follows: F -H 0.93 165 C 0.00 0.93 Provide connection to bearing O.C. From To H -E 0.53 3684 T 0.16 0.37 for 324 Lbs Horiz Reaction TC Cont.- 0- 0- 0 50- 0- 0 ---------- Chord -webs ---------- Design checked for LL on BC BC Cont. 0- 0- 0 50- 0- 0 F -G 0.82 242 T 0.01 0.81 per BOCA (section 1606.2.3), WB 1 rows CLB on C -I G -L 0.13 367 C 0.13 0.00 IBC/IRC-2003,and FBC 2004 WB 1 rows CLB on I -D -------------Webs------------- tchecked 7for pnon- WB 1 rows CLB on G -M K -J 0.15 483 C Design 100psf WB 1 rows CLB on F -L J -B 0.27 708 T concurrent LL on BC. Attach CLB with (2)-10d nails B -I 0.30 951 T Prevent truss rotation at all at each web. C -I 0.52 1973 C 1 Br bearing locations. I -D 0.53 1660 T 1 Br Wind Loads - ANSI / ASCE 7-02 Loading Live Dead (psf) D -G 0.89 1445 T Truss is designed as a Main TC 20.0 15.0 G -M 0.15 481 C 1 Br Wind -Force Resistance System. BC 0.0 5.0 G -H 0.87 3567 T Wind Speed: 120 mph Total 20.0 20.0 40.0 M -H 0.08 273 T Mean Roof Height: 18-0 Spacing 24.0" H -N 0.15 427 C Exposure Category: B Lumber Duration Factor 1.25 Occupancy Factor : 1.00 Plate Duration Factor 1.25 LL Defl -0.44" in F -H L/999 Building Type: Enclosed TC Fb=1.15 Fc=1.10 Ft=1.10 TL Defl -0.85" in F -H L/684 Zone location: Exterior BC Fb=1.10 Fc=1.10 Ft=1.10 Shear // Grain in K -B 0.32 TC Dead Load 7.0 psf DL Defl -0.41" at F L/999 BC Dead Load 3.0 psf Max comp. force 4281 Lbs Plus 6 Wind Load Case(s) Plates for each ply each face. Quality Control Factor 1.00 Plus 1 UBC LL Load Cases) PLATING CONFORMS TO TPI. Plus 1 BC LL Load Cases) REPORTS: SBCCI 9761 FABRICATOR NOTES: ROBBINS ENGINEERING, INC. 1. EAST COAST LUMBER & SUPPLY Checked for NonConcurrent 200 BASED ON SP LUMBER J.C. WEBER P.E.#17455 Lbs Moving Point Load applied USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. at Panel Points and Mid -panel Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 on BC Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-Bl Jt Type Plt Size X Y JSI SUMMARY SHEET" BEFORE Jt React Uplft Size Req'd A LOCK 3.Ox 6.0 1.4 0.7 0.97 HANDLING , INSTALLING & Lbs Lbs In-Sx In-Sx A LOCK 4.Ox 6.0 4.3 1.6 0.99 BRACING TRUSSES. A 2346 559 8- 0 2-12 K LOCK 5.Ox 6.0-0.2 0.5 0.86 3. SEE ATTACHED DETAIL SHEET Hz = -320 B LOCK 6.Ox 6.0 0.9-3.6 0.81 FOR: 1-JACK NAILS. E 2270 561 8- 0 2-11 D LOCK 6.Ox 6.0 Ctr-0.6 0.75 2-TBRACE. 3-BEARING BLOCK. Hz = 324 E LOCK 3.Ox 6.0-1.4 0.7 0.93 4. DESIGNER: LG E LOCK 5.Ox 4.0-3.3 1.1 0.99 Robbins Engineering, Inc./Online PlusTM Q7 1996-2005 Version 18.0.014 Engineering -Portrait 1/20/2006 10:47:26 AM Pagel Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering CARCI T HIE 1 SP 500000 6 1- 2- 0 1- 2- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 4-3 0 N O TC h 17-0-0 2-8-1i 5-4-0 i 24-11-15 0 N O i� 6x6 - D 61 2- 8- d5x6 6x6 2x4 B C M T 2x4 6 16 L 3x6 12-10-3 3x10 N 3x8 1-4-OA 2x4 S1 S2 1-4-OG K 2x4 5x6 0 3x6 A 4x6 3x6 J S3 I 1- 4- 0 G E -- W:800 4x8 20G-RHS-5x10 5x8 6x10 R:2363- F H U: 559 2x4 7x10 W:800 SPL R:2294 U: 560 HC� 30-6-0 19-6-0 !� __------- --- --- - 50-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online Plus- ---------- Top Chords---------- E LOCK 4.Ox 6.0-4.3 1.6 0.95 A -K 0.49 4394 C 0.13 0.36 S3 RHS 5.0x10.0 Ctr 0.8 0.97 Online Plus -- Version 18.0.014 K -S1 0.34 4113 C 0.16 0.18 G LOCK 6.0x10.0 Ctr 1.2 0.89 RUN DATE: 20-JAN-06 Sl-L 0.46 4035 C 0.10 0.36 H LOCK 7.Ox10.0-1.0 Ctr 0.93 L -B 0.79 4118 C 0.28 0.51 CSI -Size- ----Lumber---- B -C 0.45 3383 C 0.07 0.38 TC 0.82 2x 4 SP-#2 C -D 0.71 3638 C 0.16 0.55 REFER TO ROBBINS ENG. GENERAL BC 0.90 2x 4 SP-SS D -M 0.48 3703 C 0.09 0.39 NOTES AND SYMBOLS SHEET FOR EX F -H 2x 4 SP-#2 M -N 0.82 3686 C 0.27 0.55 ADDITIONAL SPECIFICATIONS. EX H -E 2x 4 SP-#2 N -S2 0.54 3895 C 0.10 0.44 CW 0.86 2x 4 SP-#3 S2-0 0.37 3985 C 0.10 0.27 NOTES: WB 0.91 2x 4 SP-#3 0 -E 0.65 4209 C 0.27 0.38 Trusses Manufactured by: EX G -H 2x 4 SP-#2 --------Bottom Chords--------- East Coast Lumber PB --- 2x 4 SP-#3 A -J 0.54 3916 T 0.16 0.38 Analysis Conforms To: J -S3 0.48 3082 T 0.13 0.35 FBC2004 Brace truss as follows: S3-I 0.90 3082 T 0.13 0.77 OH Loading O.C. From To I -G 0.63 2596 T 0.22 0.41 Soffit psf 2.0 TC Cont. 0- 0- 0 50- 0- 0 F -H 0.89 174 C 0.00 0.89 Provide connection to bearing BC Cont. 0- 0- 0 50- 0- 0 H -E 0.94 3757 T 0.31 0.63 for 324 Lbs Horiz Reaction WB 1 rows CLB on C -I ---------- Chord -Webs ---------- Design checked for LL on BC WB 1 rows CLB on D -G F -G 0.86 241 T 0.01 0.85 per BOCA (section 1606.2.3), WB 1 rows CLB on G -N G -M 0.14 445 C 0.14 0.00 IBC/IRC-2003,and FBC 2004 WB 1 rows CLB on F -M ------------- Webs ------------- (section 1607.1), 20.0 psf. Attach CLB with (2)-10d nails K -J 0.14 315 C Design checked for 10 psf non - at each web. J -L 0.20 441 C concurrent LL on BC. J -B 0.57 965 T Prevent truss rotation at all Loading Live Dead (psf) B -I 0.28 876 T bearing locations. TC 20.0 15.0 C -I 0.59 1910 C 1 Br Wind Loads - ANSI / ASCE 7-02 BC 0.0 5.0 I -D 0.91 1630 T Truss is designed as a Main Total 20.0 20.0 40.0 D -G 0.49 1550 T 1 Br Wind -Force Resistance System. Spacing 24.0" G -N 0.11 379 C 1 Br Wind Speed: 120 mph Lumber Duration Factor 1.25 G -H 0.85 3757 T Mean Roof Height: 18-0 Plate Duration Factor 1.25 N -H 0.09 201 T Exposure Category: B TC Fb=1.15 Fc=1.10 Ft=1.10 H -0 0.10 350 C Occupancy Factor : 1.00 BC Fb=1.10 Fc=1.10 Ft=1.10 Building Type: Enclosed LL Defl -0.47" in J -S3 L/999 Zone location: Exterior TL Defl -0.85" in I -G L/687 TC Dead Load 7.0 psf Plus 6 Wind Load Case(s) Shear // Grain in S3-I 0.45 BC Dead Load 3.0 psf Plus 1 UBC LL Load Case(s) DL Defl -0.43" at F L/999 Max comp. force 4394 Lbs Plus 1 BC LL Load Case(s) Quality Control Factor 1.00 Plates for each ply each face. Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. FABRICATOR NOTES: Lbs Moving Point Load applied REPORTS: SBCCI 9761 1. EAST COAST LUMBER 6 SUPPLY at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. J.C. WEBER P.E.#17455 on BC BASED ON SP LUMBER 5285 ST. LUCIE BLVD. USING GROSS AREA TEST. FORT PIERCE FL. 34946 Jt React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ 11SCSI-B1 Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE A 2364 559 8- 0 2-13 Jt Type Plt Size X Y JSI HANDLING , INSTALLING 6 Hz = -320 A LOCK 3.Ox 6.0 1.4 0.7 0.99 BRACING TRUSSES. E 2295 561 8- 0 2-11 A LOCK 5.Ox 6.0 4.3 1.5 0.82 3. SEE ATTACHED DETAIL SHEET Hz = 325 B LOCK 6.Ox 6.0 0.9-3.6 0.86 FOR: 1-JACK NAILS. D LOCK 6.Ox 6.0 Ctr-0.6 0.75 2-TBRACE. 3-BEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd E LOCK 3.Ox 6.0-1.4 0.7 0.95 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:27 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engii:eering CARCIT HIF 1 SP 500000 6 1- 2- 0 1- 2- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 O HO 4-3 o 0 N 0 N O TC !H 19-0-0 i2-8-1! 3-4-0 24-11-15 h 6 6x6 m D y 6x6 6x6 1- 8- 0 B C 2x4 M 6 3x6 6 3x8 L 3x6 12-10-3 S1 N 3.8 1-4-OA 2x4K S2 1-4-OG 2x4 4x6 0 3x6 A 5x4 3x6 W:800 3x64x8 5x12 3x8 T 6x10 ,^. R:2316 F H I® U: 559 2x4 6x10 W:800 SPL R:2254 U: 560 -- - -- ----------- BC' 30-6-0 19-6-0 - ^, ...- 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd E LOCK 3.Ox 6.0-1.4 0.7 0.93 ----------Top Chords---------- E LOCK 5.Ox 4.0-3.3 1.1 1.00 Online Plus -- Version 18.0.014 A -K 0.69 4254 C 0.28 0.41 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.89 RUN DATE: 20-JAN-06 K -S1 0.28 3979 C 0.10 0.18 G LOCK 6.Ox10.0 Ctr 1.2 0.89 Sl-L 0.32 3901 C 0.06 0.26 H LOCK 6.0x10.0-1.0 Ctr 0.99 CSI -Size- ----Lumber---- L -B 0.58 3053 C 0.20 0.38 TC 0.69 2x 4 SP-#2 B -C 0.26 2923 C 0.05 0.21 EX Sl-B 2x 4 SP-SS C -D 0.39 3340 C 0.09 0.30 REFER TO ROBBINS ENG. GENERAL BC 0.96 2x 4 SP-#2 D -M 0.46 3595 C 0.09 0.37 NOTES AND SYMBOLS SHEET FOR EX A -S4 2x 4 SP-SS M -N 0.66 3579 C 0.22 0.44 ADDITIONAL SPECIFICATIONS. EX S4-S3 2x 4 SP-SS N -S2 0.53 3765 C 0.09 0.44 CW 0.74 2x 4 SP-#3 S2-0 0.44 3860 C 0.17 0.27 NOTES: WB 0.84 2x 4 SP-#3 0 -E 0.60 4125 C 0.24 0.36 Trusses Manufactured by: EX G -H 2x 4 SP-#2 --------Bottom Chords--------- East Coast Lumber PB --- 2x 4 SP-#3 A -J 0.54 3794 T 0.16 0.38 Analysis Conforms To: J -S4 0.42 3482 T 0.30 0.12 FBC2004 Brace truss as follows: S4-I 0.60 3482 T 0.30 0.30 OH Loading O.C. From To I -S3 0.51 2512 T 0.21 0.30 Soffit psf 2.0 TC Cont. 0- 0- 0 50- 0- 0 S3-G 0.89 2512 T 0.42 0.47 Provide connection to bearing BC Cont. 0- 0- 0 50- 0- 0 F -H 0.86 148 C 0.00 0.86 for 324 Lbs Horiz Reaction WB 1 rows CLB on L -I H -E 0.96 3684 T 0.31 0.65 Design checked for LL on BC WB 1 rows CLB on I -C ---------- Chord -Webs ---------- per BOCA (section 1606.2.3), WB 1 rows CLB on D -G F -G 0.74 238 T 0.01 0.73 IBC/IRC-2003,and FBC 2004 WB 1 rows CLB on G -N G -M 0.13 436 C 0.13 0.00 (section 1607.1), 20.0 psf. WB 1 rows CLB on F -M -------------Webs------------- Design checked for 10 psf non - Attach CLB with (2)-10d nails K -J 0.12 315 C concurrent LL on BC. at each web. J -L 0.13 424 T Prevent truss rotation at all L -I 0.41 887 C 1 Br bearing locations. Loading Live Dead (psf) B -I 0.33 1032 T Wind Loads - ANSI / ASCE 7-02 TC 20.0 15.0 I -C 0.61 1641 C 1 Br Truss is designed as a Main BC 0.0 5.0 I -D 0.84 1466 T Wind -Force Resistance System. Total 20.0 20.0 40.0 D -G 0.48 1523 T 1 Br Wind Speed: 120 mph Spacing 24.0" G -N 0.10 360 C 1 Br Mean Roof Height: 18-0 Lumber Duration Factor 1.25 G -H 0.76 3620 T Exposure Category: B Plate Duration Factor 1.25 N -H 0.10 183 T Occupancy Factor : 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 H -0 0.12 375 C Building Type: Enclosed BC Fb=1.10 Fc=1.10 Ft=1.10 Zone location: Exterior LL Defl -0.58" in S3-G L/999 TC Dead Load 7.0 psf TL Defl -0.93" in S3-G L/629 BC Dead Load 3.0 psf Plus 6 Wind Load Case(s) Shear // Grain in L -B 0.31 Max comp. force 4254 Lbs Plus 1 UBC LL Load Case(s) DL Defl -0.50" at S3 L/999 Quality Control Factor 1.00 Plus 1 BC LL Load Case(s) Plates for each ply each face. FABRICATOR NOTES: Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. 1. EAST COAST LUMBER S SUPPLY Lbs Moving Point Load applied REPORTS: SBCCI 9761 J.C. WEBER P.E.#17455 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. on BC BASED ON SP LUMBER FORT PIERCE FL. 34946 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 Jt React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING & A 2316 559 8- 0 2-12 Jt Type Plt Size X Y JSI BRACING TRUSSES. Hz = -320 A LOCK 3.Ox 6.0 1.4 0.7 0.96 3. SEE ATTACHED DETAIL SHEET E 2255 561 8- 0 2-11 A LOCK 4.Ox 6.0 4.3 1.6 0.97 FOR: 1-JACK NAILS. Hz = 324 B LOCK 6.Ox 6.0 0.9-3.6 0.75 2-TBRACE. 3-SEARING BLOCK. D LOCK 6.Ox 6.0 Ctr-0.6 0.76 4. DESIGNER: LG Robbins Engineering, Inc./Online PIUST C 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:28 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCIT H1G 1 SP 500000 6 1- 2- 0 1- 2- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 0 HO 4-3 0 N O TC'"_ 0 O i 24-11-15 V iO O 6x6 D 6x6 6x6 6 r- ----- 8- 0� B C 2x4 3x6 M 6i L 3x10 3x6 6 12-10-3 2x4 Sl N 3x8 1-4-OA R S2 1-4-OG 2x4 4x6 O 3x6 p 4x6 T 3x6 Q S3 I 1-G4- 0 E W:800 3x6 20G-RHS-5xlO 4x8 20G-RHS,-6x22 ca R:2337 F H I! o: 559 2x4 7x10 W:800 SPL R:2260 - U: 560 BC, 30-6-0- - ---- 19-6-0 -� _;, ----------- 50-0-0 - ---- - ----- -- EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd E LOCK 4.Ox 6.0-4.3 1.6 0.92 ----------Top Chords---------- Q LOCK 3.Ox 6.0-0.2 Ctr 0.57 Online Plus -- Version 18.0.014 A -R 0.67 4299 C 0.27 0.40 S3 RHS 5.0x10.0 Ctr 0.8 0.99 RUN DATE: 20-JAN-06 R -S1 0.75 4031 C 0.28 0.47 G RHS 6.Ox22.0 Ctr 1.2 0.84 Sl-L 0.76 3922 C 0.28 0.48 H LOCK 7.0x10.0-1.0 Ctr 0.91 CSI -Size- ----Lumber---- L -B 0.59 3022 C 0.16 0.43 TC 0.76 2x 4 SP-#2 B -C 0.16 2695 C 0.10 0.06 BC 0.65 2x 4 SP-SS C -D 0.32 2245 C 0.03 0.29 REFER TO ROBBINS ENG. GENERAL EX F -H 2x 4 SP-#2 D -M 0.49 3583 C 0.08 0.41 NOTES AND SYMBOLS SHEET FOR EX H -E 2x 4 SP-#2 M -N 0.72 3581 C 0.24 0.48 ADDITIONAL SPECIFICATIONS. CW 0.68 2x 4 SP-#3 N -S2 0.54 3818 C 0.09 0.45 WB 0.79 2x 4 SP-#3 S2-0 0.43 3912 C 0.17 0.26 NOTES: EX G -H 2x 4 SP-#2 0 -E 0.62 4138 C 0.25 0.37 Trusses Manufactured by: PB --- 2x 4 SP-#3 --------Bottom Chords--------- East Coast Lumber A -Q 0.55 3841 T 0.16 0.39 Analysis Conforms To: Brace truss as follows: Q -S3 0.51 3285 T 0.28 0.23 FBC2004 O.C. From To S3-I 0.65 3285 T 0.28 0.37 OH Loading TC Cont. 0- 0- 0 50- 0- 0 I -G 0.60 2706 T 0.23 0.37 Soffit psf 2.0 BC Cont. 0- 0- 0 50- 0- 0 F -H 0.89 137 C 0.00 0.89 Provide connection to bearing WB 1 rows CLB on L -I H -E 0.94 3695 T 0.31 0.63 for 324 Lbs Horiz Reaction WB 1 rows CLB on I -C ---------- Chord -Webs ---------- Design checked for LL on BC WB 1 rows CLB on C -G F -G 0.68 241 T 0.01 0.67 per BOCA (section 1606.2.3), WB 1 rows CLB on D -G G -M 0.12 410 C 0.12 0.00 IBC/IRC-2003,and FBC 2004 WB 1 rows CLB on G -N -------------Webs------------- (section 1607.1), 20.0 psf. WB 1 rows CLB on F -M R -Q 0.16 427 C Design checked for 10 psf non - Attach CLB with (2)-10d nails Q -L 0.18 592 T concurrent LL on BC. at each web. L -I 0.33 844 C 1 Br Prevent truss rotation at all I -B 0.38 1004 T bearing locations. Loading Live Dead (psf) I -C 0.09 213 C 1 Br Wind Loads - ANSI / ASCE 7-02 TC 20.0 15.0 C -G 0.65 1109 C 1 Br Truss is designed as a Main BC 0.0 5.0 D -G 0.79 2470 T 1 Br Wind -Force Resistance System. Total 20.0 20.0 40.0 G -N 0.11 403 C 1 Br Wind Speed: 120 mph Spacing 24.0" G -H 0.85 3585 T Mean Roof Height: 18-0 Lumber Duration Factor 1.25 N -H 0.06 213 T Exposure Category: B Plate Duration Factor 1.25 H -O 0.10 364 C Occupancy Factor : 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 Building Type: Enclosed BC Fb=1.10 Fc=1.10 Ft=1.10 LL Defl -0.53" in S3-I L/999 Zone location: Exterior TL Defl -0.84" in S3-I L/691 TC Dead Load 7.0 psf Shear // Grain in I -G 0.31 BC Dead Load 3.0 psf Plus 6 Wind Load Case(s) DL Defl -0.46" at S3 L/999 Max comp. force 4299 Lbs Plus 1 UBC LL Load Case(s) Quality Control Factor 1.00 Plus 1 BC LL Load Case(s) Plates for each ply each face. PLATING CONFORMS TO TPI. FABRICATOR NOTES: Checked for NonConcurrent 200 REPORTS: SBCCI 9761 1. EAST COAST LUMBER & SUPPLY Lbs Moving Point Load applied ROBBINS ENGINEERING, INC. J.C. WEBER P.E.#17455 at Panel Points and Mid -panel BASED ON SP LUMBER 5285 ST. LUCIE BLVD. on BC USING GROSS AREA TEST. FORT PIERCE FL. 34946 Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 Jt React Uplft Size Req'd Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE Lbs Lbs In-Sx In-Sx Jt Type Plt Size X Y JSI HANDLING , INSTALLING 6 A 2338 559 8- 0 2-12 A LOCK 3.Ox 6.0 1.4 0.7 0.97 BRACING TRUSSES. Hz = -320 A LOCK 4.Ox 6.0 4.3 1.6 1.00 3. SEE ATTACHED DETAIL SHEET E 2260 561 8- 0 2-11 B LOCK 6.Ox 6.0 0.9-3.6 0.75 FOR: 1-JACK NAILS. Hz = 324 D LOCK 6.Ox 6.0 Ctr-0.6 0.79 2-TBRACE. 3-SEARING BLOCK. E LOCK 3.Ox 6.0-1.4 0.7 0.94 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:28 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T HIH 1 1 SP 500000 6 1- 2- 0 1- 2- o CARC T (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 4-3 0 0 N O 0 .} O 0 N O TC i 23-0-0 'i 25-8-0 6x8 6x6 B C 2x4 3x6 L K 3x10 6 -- S1 3x6 13-2-3 2x4 M 3x8 1-4-OA J S2 1-4-OF 2x4 5x6 N 3x6 A 4x6 3x6 ®. I H 1- 4- 0 F D W:800 5x8 5x8 -_ 6x10 E G R:2366 U: 559 SPL SPL 2x4 7x10 W:800 SPL R:2287 U: 560 19-6-0 <a--- 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Robbins Engineering, Inc./Online Plus- ---------- Top Chords---------- F LOCK 6.Ox10.0 Ctr 1.2 0.86 A -J 0.89 4341 C 0.34 0.55 G LOCK 7.0x10.0-1.0 Ctr 0.98 Online Plus -- Version 18.0.014 J -S1 0.97 4140 C 0.34 0.63 RUN DATE: 20-JAN-06 S1-K 0.48 4019 C 0.25 0.23 K -B 0.56 3115 C 0.19 0.37 REFER TO ROBBINS ENG. GENERAL CSI -Size- ----Lumber---- B -C 0.48 2583 C 0.04 0.44 NOTES AND SYMBOLS SHEET FOR TC 0.97 2x 4 SP-#2 C -L 0.71 3680 C 0.24 0.47 ADDITIONAL SPECIFICATIONS. EX Sl-B 2x 4 SP-SS L -M 0.50 3659 C 0.09 0.41 BC 0.99 2x 4 SP-#2 M -S2 0.51 3863 C 0.10 0.41 NOTES: EX I -H 2x 4 SP-SS S2-N 0.67 3963 C 0.25 0.42 Trusses Manufactured by: EX H -F 2x 4 SP-SS N -D 0.54 4204 C 0.23 0.31 East Coast Lumber CW 0.76 2x 4 SP-#3 --------Bottom Chords--------- Analysis Conforms To: WB 0.50 .2x 4 SP-#3 A -I 0.99 3880 T 0.31 0.68 FBC2004 EX F -G 2x 4 SP-#2 I -H 0.72 3240 T 0.28 0.44 OH Loading PB --- 2x 4 SP-#3 H -F 0.65 2513 T 0.21 0.44 Soffit psf 2.0 E -G 0.89 154 C 0.00 0.89 Provide connection to bearing Brace truss as follows: G -D 0.94 3756 T 0.31 0.63 for 335 Lbs Horiz Reaction O.C. From To ---------- Chord -webs ---------- Design checked for LL on BC TC Cont. 0- 0- 0 50- 0- 0 E -F 0.76 241 T 0.01 0.75 per BOCA (section 1606.2.3), BC Cont. 0- 0- 0 50- 0- 0 F -L 0.14 456 C 0.14 0.00 IBC/IRC-2003,and FBC 2004 WB 1 rows CLB on K -H -------------Webs------------- psf. WB 1 rows CLB on C -F J -I 0.14 452 C Design checkedfor100.0 psf non- WB 1 rows CLB on E -L I -K 0.27 726 T concurrent LL on BC. Attach CLB with (2)-10d nails K -H 0.30 866 C 1 Br Prevent truss rotation at all at each web. H -B 0.47 936 T bearing locations. H -C 0.42 261 T Wind Loads - ANSI / ASCE 7-02 Loading Live Dead (psf) C -F 0.50 1578 T 1 Br Truss is designed as a Main TC 20.0 15.0 F -M 0.36 383 C Wind -Force Resistance System. BC 0.0 5.0 F -G 0.84 3671 T Wind Speed: 120 mph Total 20.0 20.0 40.0 M -G 0.07 230 T Mean Roof Height: 18-0 Spacing 24.0" G -N 0.11 390 C Exposure Category: B Lumber Duration Factor 1.25 Occupancy Factor : 1.00 Plate Duration Factor 1.25 LL Defl -0.40" in E -G L/999 Building Type: Enclosed TC Fb=1.15 Fc=1.10 Ft=1.10 TL Defl -0.79" in E -G L/737 Zone location: Exterior BC Fb=1.10 Fc=1.10 Ft=1.10 Shear // Grain in K -B 0.34 TC Dead Load 7.0 psf DL Defl -0.41" at E L/999 BC Dead Load 3.0 psf Max comp. force 4341 Lbs Plus 6 Wind Load Case(s) Plates for each ply each face. Quality Control Factor 1.00 Plus 1 UBC LL Load Case(s) PLATING CONFORMS TO TPI. Plus 1 BC LL Load Case(s) REPORTS: SBCCI 9761 FABRICATOR NOTES: ROBBINS ENGINEERING, INC. 1. EAST COAST LUMBER & SUPPLY Checked for NonConcurrent 200 BASED ON SP LUMBER J.C. WEBER P.E.#17455 Lbs Moving Point Load applied USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. at Panel Points and Mid -panel Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 on BC Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 Jt Type Plt Size X Y JSI SUMMARY SHEET" BEFORE Jt React Uplft Size Req'd A LOCK 3.Ox 6.0 1.4 0.7 0.98 HANDLING , INSTALLING & Lbs Lbs In-Sx In-Sx A LOCK 5.Ox 6.0 4.3 1.5 0.80 BRACING TRUSSES. A 2366 559 8- 0 2-13 B LOCK 6.Ox 8.0 0.9-3.8 0.81 3. SEE ATTACHED DETAIL SHEET Hz = -331 C LOCK 6.Ox 6.0-0.4-3.8 0.80 FOR: 1-JACK NAILS. D 2288 561 8- 0 2-11 D LOCK 3.Ox 6.0-1.4 0.7 0.95 2-TBRACE. 3-BEARING BLOCK. Hz = 336 D LOCK 4.Ox 6.0-4.3 1.6 0.95 4. DESIGNER: LG I LOCK 5.Ox 8.0 Ctr-0.5 0.88 Membr CSI P Lbs Axl-CSI-Bnd H LOCK 5.Ox 8.0 Ctr-0.5 0.88 Robbins Engineering, Inc./Online PIUS- 0 1996-2005 Version 18.0.014 Engineering -Portrait 1/20/2006 10:47:29 NM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T TH 2 SP 500000 6 1- 2- 0 1- 2- 0 CARC T (Engle/Caracas Elv.1/M#3888) HO 4-3 o 0 HO 4-3 0 O N O TCI~ 23-8-0 26-4-0 N O 6x6 I B i 3x6 2x4 J K 3x10 _ 6;- S1 3x6 13-6-3 L 3x8 2x4 S2 1-4-OA I 1-4-OE 2x4 ' 5x6 M 3x6 A 4x6 T 3x6 C W:800 5x8 5x6 Pq R:2376 U: 559 SPL SPL 2x4 F 7x10 ! W:800 SPL R:2294 U: 560 ---------------- ----- BC! i 30-6-0 19-6-0 -1 i - ---- --- ------ 50-0-0 ---- - - ^ I ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Robbins Engineering, Inc./Online PlusTM Membr CSI P Lbs Axl-CSI-Bnd E LOCK 6.0x10.0 Ctr 1.2 0.86 ----------Top Chords---------- F LOCK 7.Ox10.0-1.0 Ctr 0.98 Online Plus -- Version 18.0.014 A -I 0.49 4364 C 0.25 0.24 RUN DATE: 20-JAN-06 I -S1 0.67 4144 C 0.30 0.37 S1-J 0.50 4018 C 0.29 0.21 REFER TO ROBBINS ENG. GENERAL CSI -Size- ----Lumber---- J -B 0.64 3135 C 0.24 0.40 NOTES AND SYMBOLS SHEET FOR TC 0.67 2x 4 SP-SS B -K 0.70 3685 C 0.24 0.46 ADDITIONAL SPECIFICATIONS. EX B -S2 2x 4 SP-#2 K -L 0.50 3676 C 0.09 0.41 EX S2-C 2x 4 SP-#2 L -S2 0.51 3867 C 0.10 0.41 NOTES: BC 0.99 2x 4 SP-#2 S2-M 0.67 3967 C 0.25 0.42 Trusses Manufactured by: EX H -G 2x 4 SP-SS M -C 0.54 4219 C 0.23 0.31 East Coast Lumber EX G -E 2x 4 SP-SS --------Bottom Chords--------- Analysis Conforms To: CW 0.77 2x 4 SP-#3 A -H 0.99 3902 T 0.31 0.68 FBC2004 WB 0.61 2x 4 SP-#3 H -G 0.73 3241 T 0.28 0.45 OH Loading EX E -F 2x 4 SP-#2 G -E 0.66 2472 T 0.21 0.45 Soffit psf 2.0 PB --- 2x 4 SP-#3 D -F 0.89 154 C 0.00 0.89 Provide connection to bearing F -C 0.94 3769 T 0.31 0.63 for 343 Lbs Horiz Reaction Brace truss as follows: ---------- Chord -Webs ---------- Design checked for LL on BC O.C. From To D -E 0.77 241 T 0.01 0.76 per BOCA (section 1606.2.3), TC Cont. 0- 0- 0 50- 0- 0 E -K 0.14 452 C 0.14 0.00 IBC/IRC-2003,and FBC 2004 BC Cont. 0- 0- 0 50- 0- 0 -------------Webs------------- (section 1607.1), 20.0 psf. WB 1 rows CLB on J -G I -H 0.14 463 C Design checked for 10 psf non- WB 1 rows CLB on B -E H -J 0.29 732 T concurrent LL on BC. WB 1 rows CLB on D -K J -G 0.30 877 C 1 Br Prevent truss rotation at all Attach CLB with (2)-10d nails G -B 0.61 1212 T bearing locations. at each web. B -E 0.51 1602 T 1 Br Wind Loads - ANSI / ASCE 7-02 E -L 0.36 382 C Truss is designed as a Main Loading Live Dead (psf) E -F 0.83 3684 T Wind -Force Resistance System. TC 20.0 15.0 L -F 0.07 229 T Wind Speed: 120 mph BC 0.0 5.0 F -M 0.11 389 C Mean Roof Height: 18-0 Total 20.0 20.0 40.0 Exposure Category: B Spacing 24.0" LL Defl -0.41" in G -E L/999 Occupancy Factor : 1.00 Lumber Duration Factor 1.25 TL Defl -0.79" in D -F L/737 Building Type: Enclosed Plate Duration Factor 1.25 Shear // Grain in J -B 0.35 Zone location: Exterior TC Fb=1.15 Fc=1.10 Ft=1.10 DL Defl -0.41" at D L/999 TC Dead Load 7.0 psf BC Fb=1.10 Fc=1.10 Ft=1.10 BC Dead Load 3.0 psf Plates for each ply each face. Max comp. force 4364 Lbs PLATING CONFORMS TO TPI. Quality Control Factor 1.00 Plus 6 Wind Load Case(s) REPORTS: SBCCI 9761 Plus 1 UBC LL Load Case(s) ROBBINS ENGINEERING, INC. FABRICATOR NOTES: Plus 1 BC LL Load Case(s) BASED ON SP LUMBER 1. EAST COAST LUMBER & SUPPLY USING GROSS AREA TEST. J.C- WEBER P.E.#17455 Checked for NonConcurrent 200 Plate - LOCK 20 Ga, Gross Area 5285 ST. LUCIE BLVD. Lbs Moving Point Load applied Plate - RHS 20 Ga, Gross Area FORT PIERCE FL. 34946 at Panel Points and Mid -panel Jt Type Plt Size X Y JSI 2. !!!CAUTION!!! READ "SCSI-B1 on BC A LOCK 3.Ox 6.0 1.4 0.7 0.99 SUMMARY SHEET" BEFORE A LOCK 5.Ox 6.0 4.3 1.5 0.81 HANDLING , INSTALLING & Jt React Upl£t Size Req'd J LOCK 3.Ox 6.0-1.0-0.5 0.53 BRACING TRUSSES. Lbs Lbs In-Sx In-Sx B LOCK 6.Ox 6.0 Ctr-0.6 0.75 3. SEE ATTACHED DETAIL SHEET A 2376 559 8- 0 2-13 C LOCK 3.Ox 6.0-1.4 0.7 0.95 FOR: 1-JACK NAILS. Hz = -339 C LOCK 4.Ox 6.0-4.3 1.6 0.96 2-TBRACE. 3-BEARING BLOCK. C 2294 561 8- 0 2-11 H LOCK 5.Ox 8.0 Ctr-0.5 0.88 4. DESIGNER: LG Hz = 344 G LOCK 5.Ox 6.0 Ctr-0.5 0.98 Robbins Engineering. Inc./Online Plus' ® 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:29 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T HIR 1 SP 500000 6 1- 2- 0 1- 2- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 4-3 O N O O O 0 O TC "i 23-0-0 a O 'i 25-8-0 N O 6x6 6x6 B C 4x6 3x6 Q 6j 0 3x10 2x4 11-10-3 2x4 Sl W 3x10 N S2 3x6 4x6 S 3x8 Sx4 U A 5x6 5x4 _.._._WEP V ® M S3 L K GG II 1- 4- 0 D W:800 3x6 20G-RHS-5xlO 3x6 4x8 S4 R:2462 20G-RHS-5xlO FF E HH 2x4 7x8 77 T Poll U: 559 2x4 4W:800 2x4 2x4 R:2561 2x4 LL 2x4 5 16 LL U: 560 2x4 -- _ ---- -32 -0- 0--- -5- 8- 0=�12- 4- 0 BC; 42-8-0 T_ _-�! 7-4-0 i r= -- ---- --- - 50-0-0 -� EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.130" = 1' Robbins Engineering, Inc./Online P1us- S1-O 0.67 4334 C 0.32 0.35 D LOCK S.Ox 6.0-3.9 1.4 0.82 0 -B 0.60 3702 C 0.25 0.35 S3 RHS 5.Ox10.0 Ctr 0.8 0.77 Online Plus -- Version 18.0.014 B -C 0.16 2756 C 0.10 0.06 K LOCK 4.Ox B.0 0.9 Ctr 0.76 RUN DATE: 20-JAN-06 C -Q 0.27 3088 C 0.04 0.23 S4 RHS 5.Ox10.0 Ctr 0.8 0.90 Q -W 0.68 4948 C 0.36 0.32 F LOCK 5.Oxl6.0 Ctr 0.7 0.99 CSI Size- Lumber---- W -S2 0.35 5009 C 0.10 0.25 T LOCK 4.Ox10.0-1.5 Ctr 0.97 TC 0.68 2x 4 SP-SS S2-S 0.83 5099 C 0.38 0.45 EX B -C 2x 4 SP-#2 S -U 0.66 7359 C 0.44 0.22 EX S2-D -2x 4 SP-#2 U -D 0.45 4809 C 0.16 0.29 REFER TO ROBBINS ENG. GENERAL BC 0.95 2x 4 SP-#2 --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR EX S3-S4 2x 4 SP-SS A -M 0.93 4059 T 0.31 0.62 ADDITIONAL SPECIFICATIONS. EX S4-F 2x 4 SP-SS M -S3 0.87 3443 T 0.57 0.30 CW 0.64 2x 4 SP-#3 S3-L 0.56 3443 T 0.13 0.43 NOTES: WB 0.76 2x 4 SP-#3 L -K 0.58 2725 T 0.23 0.35 Trusses Manufactured by: EX F -T 2x 4 SP-#2 K -S4 0.65 3489 T 0.30 0.35 East Coast Lumber PH --- 2x 4 SP-#3 S4-FF 0.70 3489 T 0.30 0.40 Analysis Conforms To: FF-F 0.97 6646 T 0.57 0.40 FBC2004 Brace truss as follows: E -T 0.31 129 T 0.01 0.30 OH Loading O.C. From To T -D 0.95 4270 T 0.71 0.24 Soffit psf 2.0 TC Cont. 0- 0- 0 SO- 0- 0 ---------- Chord -Webs ---------- Provide connection to bearing BC Cont. 0- 0- 0 50- 0- 0 E -F 0.64 228 T 0.01 0.63 for 336 Lbs Horiz Reaction WB 1 rows CLB on L -B F -S 0.43 1366 T 0.43 0.00 Design checked for LL on BC WB 1 rows CLB on K -Q -------------Webs------------- per BOCA (section 1606.2.3), WEI 1 rows CLB on FF-S N -M 0.13 464 C IBC/IRC-2003,and FBC 2004 Attach CLB with (2)-10d nails M -0 0.37 742 T 70p at each web. O -L 0.76 841 C Design checked checkedfor 10psfnon- L -B 0.38 1203 T 1 Br concurrent LL on BC. Loading Live Dead (psf) B -K 0.33 302 T Prevent truss rotation at all TC 20.0 15.0 K -C 0.60 1160 T bearing locations. BC 0.0 5.0 K -Q 0.57 1334 C 1 Br Wind Loads - ANSI / ASCE 7-02 Total 20.0 20.0 40.0 Q -FF 0.56 1755 T Truss is designed as a Main Spacing 24.0" FF-W 0.19 444 C Wind -Force Resistance System. Lumber Duration Factor 1.25 FF-S 0.57 2192 C 1 Br Wind Speed: 120 mph Plate Duration Factor 1.25 F -U 0.76 2371 T Mean Roof Height: 18-0 TC Fb=1.15 Fc=1.10 Ft=1.10 F -T 0.82 4475 T Exposure Category: B BC Fb=1.10 Fc=1.10 Ft=1.10 T -U 0.29 1773 C Occupancy Factor : 1.00 Building Type: Enclosed LL Defl -0.84" in S4-FF L/695 Zone location: Exterior Plus 6 Wind Load Case(s) TL Defl -1.26" in S4-FF L/462 TC Dead Load 7.0 psf Plus 1 UBC LL Load Case(s) Shear // Grain in S3-L 0.44 BC Dead Load 3.0 psf Plus 1 BC LL Load Case(s) DL Defl -0.62" at S4 L/936 Max comp. force 7359 Lbs Quality Control Factor 1.00 Checked for NonConcurrent 200 Plates for each ply each face. Lbs Moving Point Load applied PLATING CONFORMS TO TPI. FABRICATOR NOTES: at Panel Points and Mid -panel REPORTS: SBCCI 9761 1. EAST COAST LUMBER & SUPPLY on BC ROBBINS ENGINEERING, INC. J.C. WEBER P.E.#17455 BASED ON SP LUMBER 5285 ST. LUCIE BLVD. Jt React Uplft Size Req'd USING GROSS AREA TEST. FORT PIERCE FL. 34946 Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-Bl A 2463 559 8- 0 2-14 Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE Hz = -331 Jt Type Plt Size X Y JSI HANDLING , INSTALLING & D 2561 561 8- 0 3- 0 A LOCK S.Ox 4.0 2.0 1.4 0.92 BRACING TRUSSES. Hz = 336 A LOCK 4.Ox 6.0 3.9 1.5 0.95 3. SEE ATTACHED DETAIL SHEET B LOCK 6.Ox 6.0 0.9-3.6 0.81 FOR: 1-JACK NAILS. Membr CSI P Lbs Axl-CSI-Bnd C LOCK 6.Ox 6.0-0.9-3.6 0.75 2-TBRACE. 3-BEARING BLOCK. ----------Top Chords---------- S LOCK 3.Ox 6.0 0.4-0.2 0.93 4. DESIGNER: LG A -N 0.56 4541 C 0.28 0.28 U LOCK 3.Ox 8.0-0.9 0.4 1.00 N -S1 0.61 4455 C 0.32 0.29 D LOCK 5.Ox 4.0-2.0 1.4 0.97 Robbins Engineering, Inc./Online PIUST ® 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 16:47:30 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T HIQ 1 SP 500000 6 1- 2- 0 1- 2- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 4-3 0 N O TC 'i 21-0-0 1 5-4-0 23-8-0 O N _ 6x6 6x6 B C 3x6 3x6 P 6 O 3x8 2x4 12-2-3 2x4 3.12 N S2 1-4-OA 1-4-OF 3x6 4x6 R 5x4 3x8 A T 5x6 5x4 ® M S3 L K S4 BB 1- 4-0 D W:800 3x6 20G-RHS-5xlO 3x6 4x8 4x8 Y T,E R:2440 Z U S U: 559 AA 5x8 2x4 7x8 W:800 2x4 2x4 2x4 F R:2522 2x4 2x4 2x4 5x16 U: 560 t _ ---- BC - - --- ---- -- 32- 0- 0 E,iz� 5- 8- 0 12- 4- 0-----[> 42-8-0 -I 7-4-050-0-0 - EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Robbins Engineering, Inc./Online P1us- S1-O 0.80 4309 C 0.31 0.49 T LOCK 3.Ox 8.0-0.4 0.2 0.97 O -B 0.78 3518 C 0.25 0.53 D LOCK 5.Ox 4.0-2.0 1.4 0.95 Online Plus -- Version 18.0.014 B -C 0.35 2946 C 0.09 0.26 D LOCK 5.Ox 6.0-3.9 1.4 0.79 RUN DATE: 20-JAN-06 C -P 0.37 3290 C 0.06 0.31 S3 RHS 5.Ox10.0 Ctr 0.8 0.86 P -V 0.49 5136 C 0.18 0.31 S4 LOCK 4.Ox 8.0 Ctr 0.2 0.80 CSI -Size- ----Lumber---- V -S2 0.97 5065 C 0.46 0.51 F LOCK 5.Ox16.0 Ctr 0.7 0.98 TC 0.97 2x 4 SP-#2 S2-R 0.65 5162 C 0.33 0.32 S LOCK 7.Ox 8.0-0.5 Ctr 0.93 EX S2-D 2x 4 SP-SS R -T 0.39 7247 C 0.28 0.11 BC 0.95 2x 4 SP-#2 T -D 0.24 4726 C 0.09 0.15 EX S3-S4 2x 4 SP-SS --------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL EX S4-F 2x 4 SP-SS A -M 0.91 4039 T 0.31 0.60 NOTES AND SYMBOLS SHEET FOR CW 0.66 2x 4 SP-#3 M -S3 0.95 3489 T 0.58 0.37 ADDITIONAL SPECIFICATIONS. WB 0.75 2x 4 SP-#3 S3-L 0.64 3489 T 0.14 0.50 EX F -S 2x 4 SP-#2 L -K 0.52 2850 T 0.24 0.28 NOTES: PB --- 2x 4 SP-#3 K -S4 0.59 3676 T 0.31 0.28 Trusses Manufactured by: S4-U 0.61 3676 T 0.31 0.30 East Coast Lumber Brace truss as follows: U -F 0.86 6550 T 0.56 0.30 Analysis Conforms To: O.C. From To E -S 0.31 134 T 0.01 0.30 FBC2004 TC Cont. 0- 0- 0 50- 0- 0 S -D 0.93 4193 T 0.70 0.23 OH.Loading BC Cont. 0- 0- 0 50- 0- 0 ----------Chord-Webs---------- Soffit psf 2.0 WB 1 rows CLB on B -K E -F 0.66 227 T 0.01 0.65 Provide connection to bearing WB 1 rows CLB on K -P F -R 0.42 1310 T 0.42 0.00 for 308 Lbs Horiz Reaction WB 1 rows CLB on U -R -------------Webs------------- Design checked for LL on BC Attach CLB with (2)-10d nails N -M 0.10 406 C per BOCA (section 1606.2.3), at each web. M -0 0.22 650 T IBC/IRC-2003,and FBC 2004 0 -L 0.70 753 C (section 1607.1), 20.0 psf. Loading Live Dead (psf) L -B 0.45 1003 T Design checked for 10 psf non- TC 20.0 15.0 B -K 0.07 242 T 1 Br concurrent LL on BC. BC 0.0 5.0 K -C 0.40 1094 T Prevent truss rotation at all Total 20.0 20.0 40.0 K -P 0.46 1238 C 1 Br bearing locations. Spacing 24.0" P -U 0.55 1740 T Wind Loads - ANSI / ASCE 7-02 Lumber Duration Factor 1.25 U -V 0.17 400 C Truss is designed as a Main Plate Duration Factor 1.25 U -R 0.45 2093 C 1 Br Wind -Force Resistance System. TC Fb=1.15 Fc=1.10 Ft=1.10 F -T 0.75 2346 T Wind Speed: 120 mph BC Fb=1.10 Fc=1.10 Ft=1.10 F -S 0.80 4360 T Mean Roof Height: 18-0 S -T 0.27 1660 C Exposure Category: B Occupancy Factor : 1.00 Plus 6 Wind Load Case(s) LL Defl -0.66" in S4-U L/887 Building Type: Enclosed Plus 1 UBC LL Load Case(s) TL Defl -1.06" in S4-U L/549 Zone location: Exterior Plus 1 BC LL Load Case(s) Shear // Grain in S3-L 0.45 TC Dead Load 7.0 psf DL Defl -0.56" at S4 L/999 BC Dead Load 3.0 psf Checked for NonConcurrent 200 Max comp. force 7247 Lbs Lbs Moving Point Load applied Plates for each ply each face. Quality Control Factor 1.00 at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 FABRICATOR NOTES: ROBBINS ENGINEERING, INC. 1. EAST COAST LUMBER 6 SUPPLY Jt React Uplft Size Req'd BASED ON SP LUMBER J.C. WEBER P.E.#17455 Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. A 2441 559 8- 0 2-14 Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 Hz = -303 Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "BCSI-B1 D 2523 561 8- 0 3- 0 Jt Type Plt Size X Y JSI SUMMARY SHEET" BEFORE Hz = 308 A LOCK 5.Ox 4.0 2.0 1.4 0.92 HANDLING , INSTALLING 6 A LOCK 4.Ox 6.0 3.9 1.5 0.94 BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.9-3.6 0.83 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- C LOCK 6.Ox 6.0-0.9-3.6 0.75 FOR: 1-JACK NAILS. A -N 0.75 4523 C 0.31 0.44 P LOCK 3.Ox 6.0 0.4-0.2 0.89 2-TBRACE. 3-BEARING BLOCK. N -S1 0.52 4417 C 0.13 0.39 R LOCK 3.Ox 6.0 0.4-0.2 0.90 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus' ® 1996-2005 Version 15.0.014 Engineering - Portrait 1/20/2006 10:47:31 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCIT LCARC1T HIP 1 1 SP 500000 6 1- 2- 0 1- 2- 0 (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 4-3 0 N O TC irr i 19-0-0 i 9-4-0 1 21_8_0 O N O 6x6 3x6 6x6 I B P C 3x6 6i - O 3x6 X 3xl0 9-10-3 2x4 S1 3x12 N S2 3x6 5x6 S 3x6 3x8 A U 4x6 T Sx4 � M S3 L 1- 4- 0 K Y AA D W:800 3x6 20G-RHS-5xlO4x8 - 4x8 R:2381 1 W 2x4 3x6 E T U: 559 20G-RHS-5xz 2 4 2x4 6x8 :80 CC V R' 2x4 DID 2x4 5x16 U: 560 2x4 2x4 8- 0-i>�Z 12- 4- 0 42-8-0 _ 7-4-0 T =F - - - -- --- 50-0-0 -- -- a EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Robbins Engineering, Inc./Online Plus- ---------- Top Chords---------- C LOCK 6.Ox 6.0-0.9-3.6 0:75 A -N 0.51 4418 C 0.13 0.38 S LOCK 3.Ox 6.0 0.4-0.2 0.93 Online Plus -- Version 18.0.014 N -S1 0.52 4182 C 0.26 0.26 U LOCK 3.Ox 8.0-0.4 0.2 0.96 RUN DATE: 20-JAN-06 S1-O 0.66 4084 C 0.26 0.40 D LOCK 5.Ox 4.0-2.0 1.4 0.93 O -B 0.48 3313 C 0.07 0.41 D LOCK 4.Ox 6.0-3.9 1.5 0.95 CSI -Size- ----Lumber---- B -P 0.26 2959 C 0.05 0.21 S3 RHS 5.0x10.0 Ctr 0.8 0.75 TC 0.66 2x 4 SP-#2 P -C 0.27 3085 C 0.06 0.21 S4 RHS 5.Ox10.0 Ctr 0.8 0.75 EX C -S2 2x 4 SP-SS C -X 0.39 3459 C 0.16 0.23 V LOCK 5.Oxl6.0 Ctr 0.7 0.96 EX S2-D 2x 4 SP-SS X -S2 0.92 4657 C 0.43 0.49 T LOCK 6.Ox 8.0-1.5 Ctr 0.99 BC 0.97 2x 4 SP-#2 S2-S 0.75 4771 C 0.44 0.31 EX S3-S4 2x 4 SP-SS S -U 0.37 7074 C 0.27 0.10 EX S4-V 2x 4 SP-SS U -D 0.24 4588 C 0.09 0.15 REFER TO ROBBINS ENG. GENERAL CW 0.43 2x 4 SP-#3 --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR WB 0.74 2x 4 SP-#3 A -M 0.97 3944 T 0.31 0.66 ADDITIONAL SPECIFICATIONS. EX V -T 2x 4 SP-#2 M -S3 0.95 3481 T 0.28 0.67 PB --- 2x 4 SP-#3 S3-L 0.59 3481 T 0.30 0.29 NOTES: L -K 0.55 3101 T 0.26 0.29 Trusses Manufactured by: Brace truss as follows: K -S4 0.53 4204 T 0.36 0.17 East Coast Lumber O.C. From To S4-W 0.50 4204 T 0.36 0.14 Analysis Conforms To: TC Cont. 0- 0- 0 50- 0- 0 W -V 0.74 6423 T 0.55 0.19 FBC2004 BC Cont. 0- 0- 0 50- 0- 0 E -T 0.31 79 T 0.01 0.30 OH Loading WB 1 rows CLB on 0 -L T -D 0.89 4069 T 0.68 0.21 Soffit psf 2.0 WB 1 rows CLB on L -P ----------Chord-Webs---------- Design checked for LL on BC WB 1 rows CLB on P -K E -V 0.39 227 T 0.00 0.39 per BOCA (section 1606.2.3), WB 1 rows CLB on K -X V -S 0.43 1357 T 0.43 0.00 IBC/IRC-2003,and FBC 2004 WB 1 rows CLB on W -S -------------Webs--------- (section 1607.1), 20.0 psf. Attach CLB with (2)-10d nails N -M 0.12 375 C Design checked for 10 psf non - at each web. M -O 0.15 479 T concurrent LL on BC. O -L 0.25 740 C 1 Br Prevent truss rotation at all Loading Live Dead (psf) L -B 0.35 1109 T bearing locations. TC 20.0 15.0 L -P 0.14 332 C 1 Br Wind Loads - ANSI / ASCE 7-02 BC 0.0 5.0 P -K 0.07 168 C 1 Br Truss is designed as a Main Total 20.0 20.0 40.0 K -C 0.36 1148 T Wind -Force Resistance System. Spacing 24.0" K -X 0.51 1443 C 1 Br Wind Speed: 120 mph Lumber Duration Factor 1.25 W -X 0.29 920 T Mean Roof Height: 18-0 Plate Duration Factor 1.25 W -S 0.60 2326 C 1 Br Exposure Category: B TC Fb=1.15 Fc=1.10 Ft=1.10 V -U 0.74 2320 T Occupancy Factor : 1.00 BC Fb=1.10 Fc=1.10 Ft=1.10 V -T 0.79 4290 T Building Type: Enclosed T -U 0.27 1630 C Zone location: Exterior TC Dead Load 7.0 psf Plus 6 Wind Load Cases) LL Defl -0.50" in W -V L/999 BC Dead Load 3.0 psf Plus 1 UBC LL Load Cases) TL Defl -0.85" in W -V L/689 Max comp. force 7074 Lbs Plus 1 BC LL Load Case(s) Shear // Grain in S3-L 0.45 Quality Control Factor 1.00 DL Defl -0.48" at W L/999 Checked for NonConcurrent 200 FABRICATOR NOTES: Lbs Moving Point Load applied Plates for each ply each face. 1. EAST COAST LUMBER 6 SUPPLY at Panel Points and Mid -panel PLATING CONFORMS TO TPI. J.C. WEBER P.E.#17455 on BC REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 Jt React Uplft Size Req'd BASED ON SP LUMBER 2. !!!CAUTION!!! READ "SCSI-Bl Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. SUMMARY SHEET" BEFORE A 2381 559 8- 0 2-13 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 Hz = -276 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. D 2457 561 8- 0 2-14 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET Hz = 280 A LOCK 3.Ox 6.0 1.4 0.7 1.00 FOR: 1-JACK NAILS. A LOCK 5.Ox 6.0 4.3 1.5 0.83 2-TBRACE. 3-BEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.9-3.6 0.75 4. DESIGNER: LG Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:32 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARC1 T HIO 1 SP 500000 6 1- 2- 0 1- 2- o CARC T (Engle/Caracas Elv.1/M#3888) HO 4-3 0 HO 4-3 0 0 N O TC!H _ 17-0-0 13-4-0 19-8-0 O 0 y 6x6 2x4 6x6 B L C 2x4 M 2x4 6 !- K 3x6 3x8 N 10-2-3 3x6 S1 3x10 J S2 1-4-OA 2x4 1-4-OF 5x6 0 3x6 A 4x6 3x6 P I S3 H S4 1- 4- O p D - W:800 2x4 4x8 4x8 4x8 3x8 rr 7x10 .G R:2340 - E U: 559 2x4 7x10 W:800 SPL R:2295 U: 560 BC 32-0-0 - 18-0-0 -------- _- -_'- 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.131" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.65 2x 4 SP42 BC 0.65 2x 4 SP-SS EX E -G 2x 4 SP-#2 EX G -D 2x 4 SP42 CW 0.88 2x 4 SP-#3 WB 0.49 2x 4 SP-#3 EX F -G 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont. 0- 0- 0 50- 0- 0 WB 1 rows CLB on H -L Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2341 559 8- 0 2-12 Hz = -249 D 2296 561 8- 0 2-11 Hz = 253 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.49 4314 C 0.22 0.27 J -S1 0.34 4060 C 0.16 0.18 Robbins Engineering, Inc./Online P1us- S1-K 0.41 3982 C 0.10 0.31 K -B 0.65 4024 C 0.25 0.40 B -L 0.57 3345 C 0.07 0.50 L -C 0.58 3474 C 0.08 0.50 C -M 0.23 3891 C 0.10 0.13 M -N 0.50 3881 C 0.10 0.40 N -S2 0.64 3864 C 0.24 0.40 S2-0 0.64 3961 C 0.24 0.40 0 -D 0.45 4240 C 0.12 0.33 --------Bottom Chords --------- A -P 0.42 3850 T 0.33 0.09 P -I 0.55 3850 T 0.33 0.22 I -S3 0.48 3031 T 0.26 0.22 S3-H 0.64 3031 T 0.26 0.38 H -S4 0.65 3215 T 0.27 0.38 S4-F 0.52 3215 T 0.14 0.38 E -G 0.69 176 C 0.00 0.69 G -D 0.96 3787 T 0.32 0.64 ---------- Chord -Webs ---------- E -F 0.88 232 T 0.01 0.87 F -M 0.22 243 C 0.22 0.00 ------------- Webs ------------- P -J 0.06 216 T J -I 0.18 374 C I -K 0.18 400 C I -B 0.49 968 T B -H 0.21 661 T H -L 0.16 509 C 1 Br H -C 0.33 354 T C -F 0.40 1251 T F -N 0.19 253 C F -G 0.69 3774 T N -G 0.20 307 C G -0 0.13 381 C LL Defl -0.54" in S3-H L/999 TL Defl -0.85" in S3-H L/685 Shear // Grain in B -L 0.32 DL Defl -0.47" at S4 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.98 A LOCK 5.Ox 6.0 4.3 1.5 0.79 B LOCK 6.Ox 6.0 0.9-3.6 0.84 C LOCK 6.Ox 6.0-0.4-3.8 0.93 D LOCK 3.Ox 6.0-1.4 0.7 0.96 D LOCK 4.Ox 6.0-4.3 1.6 0.97 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.78 F LOCK 7.0x10.0 Ctr 1.8 0.90 G LOCK 7.Ox10.0-1.0 Ctr 0.89 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4314 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:36 AM Page 1 Job �Is Span P1-H1 Left OH Right OH Etigineering CARCITL:H!];�N77 500000 6 1- 2- 0 1- 2- o CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 HO 4-3 0 0 N � o N TC ji 15-0-0 17-4-0 17-8-0 _ _ 6x8 2x4 3x8 3x6 6x6 B K S1 L C 6i 6x6 4x10 SPLJ M 4x12 9-2-3 S2 2x4 1-4-OA 5x4 N 1-4-OF 3x6 3x8 A P 4x6 EEO 3x6 1- 4- 0 R S3 I H G Q F, D W:800 __ 2x4 4x8 3x6 4x8 S4 4x8 2x4 6x12 R:2268 20G-RHS-3x10 E O �4 U: 559 2x4 4x8 W:800 R:2242 U: 560 i 43-4-0 I 6-8-0 -- 50-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Robbins Engineering, Inc./Online P1us- J -B 0.66 3490 C 0.21 0.45 C LOCK 6.Ox 6.0-0.9-3.6 0.76 B -K 0.46 3717 C 0.15 0.31 M LOCK 4.Ox10.0 0.9-0.4 0.99 Online Plus -- Version 18.0.014 K -S1 0.43 3665 C 0.09 0.34 S2 LOCK 4.0x12.0-0.1-0.2 0.93 RUN DATE: 20-JAN-06 S1-L 0.46 3665 C 0.09 0.37 P LOCK 3.Ox 8.0-0.4 0.2 0.96 L -C 0.46 3378 C 0.12 0.34 D LOCK 3.Ox 6.0-1.4 0.7 0.94 CSI -Size- ----Lumber---- C -M 0.24 3776 C 0.06 0.18 D LOCK 4.Ox 6.0-4.3 1.6 0.92 TC 0.69 2x 4 SP-SS M -S2 0.69 6679 C 0.42 0.27 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.78 EX J -B 2x 4 SP-#2 S2-N 0.69 6763 C 0.42 0.27 F LOCK 6.Oxl2.0 Ctr 1.2 0.91 EX B -S1 2x 4 SP-#2 N -P 0.32 6687 C 0.22 0.10 0 LOCK 4.Ox 8.0-1.5 Ctr 0.99 EX S1-C 2x 4 SP-#2 P -D 0.20 4144 C 0.07 0.13 BC 0.85 2x 4 SP-#2 --------Bottom Chords --------- EX S3-S4 2x 4 SP-SS A -R 0.85 3668 T 0.31 0.54 REFER TO ROBBINS ENG. GENERAL EX S4-F 2x 4 SP-SS R -S3 0.82 3668 T 0.33 0.49 NOTES AND SYMBOLS SHEET FOR CW 0.78 2x 4 SP-#3 S3-I 0.34 3668 T 0.31 0.03 ADDITIONAL SPECIFICATIONS. WB 0.90 2x 4 SP-#3 I -H 0.52 3112 T 0.26 0.26 EX F -0 2x 4 SP-#2 H -S4 0.59 3681 T 0.31 0.28 NOTES: PB --- 2x 4 SP-#3 S4-G 0.54 3681 T 0.31 0.23 Trusses Manufactured by: G -Q 0.59 4257 T 0.36 0.23 East Coast Lumber Brace truss as follows: Q -F 0.50 4257 T 0.36 0.14 Analysis Conforms To: O.C. From To E -O 0.29 157 T 0.01 0.28 FBC2004 TC Cont. 0- 0- 0 50- 0- 0 O -D 0.81 3679 T 0.61 0.20 OH Loading BC Cont. 0- 0- 0 50- 0- 0 ---------- Chord -Webs ---------- Soffit psf 2.0 WB 1 rows CLB on H -L E -F 0.78 229 T 0.01 0.77 Design checked for LL on BC WB 1 rows CLB on L -G F -N 0.04 285 C 0.040_00 per BOCA (section 1606.2.3), Attach CLB with (2)-10d nails -------------Webs--------- IBC/IRC-2003,and FBC 2004 at each web. R -J 0.08 271 T (section 1607.1), 20.0 psf. J -I 0.60 632 C Design checked for 10 psf non - Loading Live Dead (psf) I -B 0.14 438 T concurrent LL on BC. TC 20.0 15.0 B -H 0.29 919 T Prevent truss rotation at all BC 0.0 5.0 K -H 0.35 415 C bearing locations. Total 20.0 20.0 40.0 H -L 0.03 121 C 1 Br Wind Loads - ANSI / ASCE 7-02 Spacing 24.0" L -G 0.18 505 C 1 Br Truss is designed as a Main Lumber Duration Factor 1.25 G -C 0.41 1297 T Wind -Force Resistance System. Plate Duration Factor 1.25 G -M 0.90 1110 C Wind Speed: 120 mph TC Fb=1.15 Fc=1.10 Ft=1.10 Q -M 0.08 269 T Mean Roof Height: 18-0 BC Fb=1.10 Fc=1.10 Ft=1.10 M -F 0.75 2338 T Exposure Category: B F -P 0.75 2344 T Occupancy Factor : 1.00 F -0 0.71 3871 T Building Type: Enclosed Plus 6 Wind Load Case(s) O -P 0.27 1679 C Zone location: Exterior Plus 1 UBC LL Load Case(s) TC Dead Load 7.0 psf Plus 1 BC LL Load Case(s) LL Defl -0.67" in H -S4 L/873 BC Dead Load 3.0 psf TL Defl -1.11" in H -S4 L/526 Max comp, force 6763 Lbs Checked for NonConcurrent 200 Shear // Grain in S4-G 0.45 Quality Control Factor 1.00 Lbs Moving Point Load applied DL Defl -0.64" at S4 L/912 at Panel Points and Mid -panel FABRICATOR NOTES: on BC Plates for each ply each face. 1. EAST COAST LUMBER & SUPPLY PLATING CONFORMS TO TPI. J.C. WEBER P.E.#17455 Jt React Uplft Size Req'd REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 A 2269 559 8- 0 2-11 BASED ON SP LUMBER 2. !!!CAUTION!!! READ "SCSI-B1 Hz = -221 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE D 2242 561 8- 0 2-10 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING & Hz = 225 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET Membr CSI P Lbs Axl-CSI-Bnd A LOCK 3.Ox 6.0 1.4 0.7 0.93 FOR: 1-JACK NAILS. ----------Top Chords---------- A LOCK 5.Ox 4.0 3.3 1.1 0.98 2-TBRACE. 3-BEARING BLOCK. A -J 0.64 4100 C 0.30 0.34 B LOCK 6.Ox 8.0 0.9-3.8 0.75 4. DESIGNER: LG Robbins Engineering. Inc./Online Plus' 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:35 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T HIM 1 1 SP 500000 6 1- 2- 0 1- 2- 0 CARC T (Engle/Caracas Elv.1/M#3888) HO 4-3 0 HO 4-3 O O N O N O TC, 'i ___--.--- 13-0-0 _ -- 21-4-0 15-8-0 !0 6x6 3x6 3x102x4 6x8 B O S1 P C -- 3x10 6! S2 B-2-3 2x4 3xB N Q 1-4-OA 3x6 1-4-0J 4x6 2-4-0I R 2-4-OH 3x6 3x8 1-4-OG A _ T 5x4 1-4-OF e 1- 0- 0 K 3x6 fm M S3 L __ I _ 3x6 1- 4- OG p D W:800 3x6 20G-RHS-Sx10 7x8 6x10 }� 2x4 7x16 R:2241 E S U: 559 H 2x4 4x8 W:800 2x4 5x16 R:2195 U: 560 sCj i 26-10-0 13-8-0 2-10 001-- 6-8-0 50-0-0 ^I EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Robbins Engineering, Inc./Online P1us- 0 -S1 0.59 4777 C 0.16 0.43 C LOCK 6.Ox 8.0-0.9-3.8 0.78 S1-P 0.41 4777 C 0.09 0.32 Q LOCK 3.Ox 8.0 0.4-0.2 0.98 Online Plus -- Version 18.0.014 P -C 0.85 4794 C 0.34 0.51 D LOCK 3.Ox 6.0-1.4 0.7 0.92 RUN DATE: 20-JAN-06 C -S2 0.89 4628 C 0.37 0.52 D LOCK 5.Ox 4.0-3.3 1.1 0.96 S2-Q 0.60 4725 C 0.38 0.22 S3 RHS 5.0x10.0 Ctr 0.8 1.00 CSI -Size- ----Lumber---- Q -R 0.53 7329 C 0.42 0.11 L LOCK 7.Ox 8.0 1.0 Ctr 0.98 TC 0.89 2x 4 SP-#2 R -T 0.54 6518 C 0.33 0.21 I LOCK 6.0x10.0 Ctr 1.2 0.90 EX SI-C 2x 4 SP-SS T -D 0.34 4049 C 0.11 0.23 H LOCK 5.Oxl6.0 Ctr 0.8 0.99 BC 0.95 2x 4 SP-#2 --------Bottom Chords--------- F LOCK 7.Oxl6.0 Ctr 1.8 0.89 EX S3-J 2x 4 SP-SS A -M 0.93 3694 T 0.62 0.31 S LOCK 4.Ox 8.0-1.5 Ctr 0.97 EX I -H 2x 4 SP-SS M -S3 0.95 3144 T 0.52 0.43 CW 0.88 2x 4 SP-#3 S3-L 0.52 3144 T 0.27 0.25 WB 0.72 2x 4 SP-#3 L -J 0.35 144 T 0.00 0.35 REFER TO ROBBINS ENG, GENERAL EX L -I 2x 4 SP-#2 I -K 0.48 4149 T 0.35 0.13 NOTES AND SYMBOLS SHEET FOR EX H -F 2x 4 SP-SS K -H 0.72 6603 T 0.57 0.15 ADDITIONAL SPECIFICATIONS. EX F -S 2x 4 SP42 G -F 0.28 237 T 0.02 0.26 PB --- 2x 4 SP-#3 E -S 0.29 143 T 0.01 0.28 NOTES: S -D 0.81 3596 T 0.60 0.21 Trusses Manufactured by: Brace truss as follows: ---------- Chord -Webs ---------- East Coast Lumber O.C. From To J -I 0.53 228 T 0.00 0.53 Analysis Conforms To: TC Cont. 0- 0- 0 50- 0- 0 I -P 0.27 550 C 0.27 0.00 FBC2004 BC Cont. 0- 0- 0 50- 0- 0 G -H 0.88 234 T 0.01 0.87 OH Loading WB 1 rows CLB on K -Q H -Q 0.57 1793 T 0.57 0.00 Soffit psf 2.0 Attach CLB with (2)-10d nails E -F 0.71 230 T 0.01 0.70 Design checked for LL on BC at each web. F -R 0.13 780 C 0.13 0.00 per BOCA (section 1606.2.3), -------------Webs------------- IBC/IRC-2003,and FBC 2004 Loading Live Dead (psf) N -M 0.10 395 C (section 1607.1), 20.0 psf. TC 20.0 15.0 M -B 0.20 624 T Design checked for 10 psf non - BC 0.0 5.0 B -L 0.33 1050 T concurrent LL on BC. Total 20.0 20.0 40.0 L -0 0.70 1087 C Prevent truss rotation at all Spacing 24.0" L -I 0.72 3904 T bearing locations. Lumber Duration Factor 1.25 0 -I 0.31 978 T Wind Loads - ANSI / ASCE 7-02 Plate Duration Factor 1.25 I -C 0.25 798 T Truss is designed as a Main TC Fb=1.15 Fc=1.10 Ft=1.10 K -C 0.35 1108 T Wind -Force Resistance System. BC Fb=1.10 Fc=1.10 Ft=1.10 K -Q 0.59 2592 C 1 Br Wind Speed: 120 mph H -R 0.23 732 T Mean Roof Height: 18-0 H -F 0.56 5976 T Exposure Category: B Plus 6 Wind Load Case(s) F -T 0.72 2268 T Occupancy Factor : 1.00 Plus 1 UBC LL Load Case(s) F -S 0.70 3795 T Building Type: Enclosed Plus 1 BC LL Load Case(s) S -T 0.27 1651 C Zone location: Exterior TC Dead Load 7.0 psf Checked for NonConcurrent 200 LL Defl -0.67" in S3-L L/872 BC Dead Load 3.0 psf Lbs Moving Point Load applied TL Defl -1.18" in I -K L/494 Max comp. force 7329 Lbs at Panel Points and Mid -panel Shear // Grain in P -C 0.38 Quality Control Factor 1.00 on BC DL Defl -0.76" at J L/772 FABRICATOR NOTES: Jt React Uplft Size Req'd Plates for each ply each face. 1. EAST COAST LUMBER & SUPPLY Lbs Lbs In-Sx In-Sx PLATING CONFORMS TO TPI. J.C. WEBER P.E.#17455 A 2242 559 8- 0 2-10 REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. Hz = -193 ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 D 2196 561 8- 0 2- 9 BASED ON SP LUMBER 2. !!!CAUTION!!! READ 11SCSI-B1 Hz = 198 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE Plate - LOCK 20 Ga, Gross Area HANDLING INSTALLING & Membr CSI P Lbs Axl-CSI-Bnd Plate - RHS 20 Ga, Gross Area , BRACING TRUSSES. ----------Top Chords---------- Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET A -N 0.51 4136 C 0.12 0.39 A LOCK 3.Ox 6.0 1.4 0.7 0.93 FOR: 1-JACK NAILS. N -B 0.80 3903 C 0.26 0.54 A LOCK 4.Ox 6.0 4.3 1.6 0.92 2-TBRACE. 3-BEARING BLOCK. B -0 0.58 3859 C 0.19 0.39 B LOCK 6.Ox 6.0 0.9-3.6 0.78 4. DESIGNER: LG Robbins Engineering, Inc./Online PIUST ® 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:35 AM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering CARClT H1L l SP 500000 6 1- 2- 0 1- 2- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 HO 4-3 0 N 0 O N ,O TCI11-0-0 25-4-013-8-0 6x6 4x6 3x6 3x8 2x4 3x6 6x6 B Y AA S1 P Q C 7-2-3 2N4 2x4 R 3x8 6 r S 2 3x6 1-4-OA 1-4-OJ 2-4-0I 4x6 S 3x6 2-4-OH A e- W 1-4-OG 1-4-OF 1- 0- 0 K n. 4x6 U S3 L Z I T 3x6 1- 4- OG F D - 3x6 3x8 3x6 4x10 6x10 2x4 6x12 J H 2x4 3x6 W:800 W:800 2x4 6x10 R: 322 R:3110 ' U: 364 U: 788 W:800 R:1203 U: 325 --r------------------------------- SC ----- 13-8-0 T 12-10-0I 50-0-0 - ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.72 2x 4 SP-#2 BC 0.89 2x 4 SP-#2 CW 0.51 2x 4 SP-#3 WB 0.91 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 50- 0- 0 BC Cont.'- 0- 0- 0 50- 0- 0 Loading -'Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 4 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 A 322 364G 8- 0 1- 0 Hz = -166 L 3110 788 8- 0 3- 8 D 1203 326 8- 0 1- 7 Hz = 170 G = Gravity Uplift Robbins Engineering, Inc./Online P1us- S2-S 0.18 3113 C 0.07 0.11 S -W 0.17 3003 C 0.07 0.10 W -D 0.14 2007 C 0.02 0.12 --------Bottom Chords --------- * -U 0.52 980 C 0.00 0.52 U -S3 0.56 1226 C 0.00 0.56 S3-L 0.89 1226 C 0.00 0.89 L -Z 0.45 1917 C 0.01 0.44 Z -J 0.47 140 C 0.00 0.47 I -K 0.56 1492 T 0.15 0.41 K -H 0.61 1640 T 0.17 0.44 G -F 0.24 96 T 0.00 0.24 E -V 0.26 72 T 0.00 0.26 V -D 0.37 1785 T 0.17 0.20 ---------- Chord -Webs ---------- J -I 0.51 224 T 0.00 0.51 I -P 0.13 365 C 0.13 0.00 G -H 0.36 225 T 0.01 0.35 H -R 0.03 198 C 0.03 0.00 E -F 0.35 221 T 0.00 0.35 F -S 0.04 275 C 0.04 0.00 ------------- Webs ------------- N -U 0.07 361 C U -B 0.19 622 T B -L 0.91 1364 C L -Y 0.86 1887 C Y -Z 0.68 2135 T Z -AA 0.62 1350 C Z -I 0.18 366 C AA -I 0.48 1507 T I -Q 0.52 838 C Q -K 0.08 269 T K -C 0.05 131 C C -H 0.52 1627 T H -S 0.04 135 C H -F 0.88 2769 T F -W 0.29 915 T F -V 0.60 1883 T V -W 0.13 791 C LL Defl -0.20" in K -H L/999 TL Defl -0.40" in K -H L/999 Shear // Grain in S3-L 0.43 DL Defl -0.28" at G L/592 Plates for each ply each face. Membr CSI P Lbs Axl-CSI-Bnd PLATING CONFORMS TO TPI. ----------Top Chords---------- REPORTS: SBCCI 9761 A -N 0.48 1108 T 0.13 0.35 ROBBINS ENGINEERING, INC. N -B 0.47 1159 T 0.12 0.35 BASED ON SP LUMBER B -Y 0.72 1917 T 0.32 0.40 USING GROSS AREA TEST. Y -AA 0.46 363 T 0.06 0.40 Plate - LOCK 20 Ga, Gross Area AA-S1 0.38 891 C 0.00 0.38 Plate - RHS 20 Ga, Gross Area S1-P 0.28 891 C 0.00 0.28 Jt Type Plt Size X Y JSI P -Q 0.28 894 C 0.00 0.28 A LOCK 4.Ox 6.0 Ctr 0.1 0.81 Q -C 0.29 1579 C 0.01 0.28 B LOCK 6.Ox 6.0 0.9-3.6 0.75 C -R 0.40 3096 C 0.06 0.34 Y LOCK 4.Ox 6.0 0.5 Ctr 0.95 R -S2 0.17 3068 C 0.07 0.10 C LOCK 6.Ox 6.0-0.4-3.8 0.80 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:34 AM Page 1 D LOCK 4.Ox 6.0 Ctr 0.1 0.81 I LOCK 6.Ox10.0 Ctr 1.2 0.73 K LOCK 3.Ox 6.0 0.3 Ctr 0.58 H LOCK 6.Ox10.0 Ctr 1.3 0.91 F LOCK 6.0x12.0 Ctr 1.3 1.00 V LOCK 3.Ox 6.0-0.5 Ctr 0.97 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 3113 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T HIK 1 SP 500000 6 1- 2- 0 1- 2- 0 CARCiT (Engle/Caracas Elv.1/M#3888) HO 4-3 0 0 HO 4-3 0 N O TC''"t 9-0-0 - - 29-4-0 11-8-0 0 N O "� 6x8 3x6 3x8 3x6 2x4 3x6 6x6 T 6' B CC S1 DD 4 R C 2x4 6-2-3 S 3x6 Xx4 T - 4x6 3x6 A Z i- 0- 0 K�1- 4x6 M S2 AA r BB I __ 3x6 1- 4- OG g D 3x6 3x8 3x6 4x8 6x10 .r 2x4 5x12 ® ® 7 J H E 2x4 Y 3x6 W:400 W:800 W:800 2x4 6x10 R: 621 R: 783 R:1996 U: 167 U: 177 U: 524 W:800 R: 920 U: 250 BCj- ! 16-6-8 10-3-8 13-8-0 2-10-0 ,i 50-0-0 11 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Robbins Engineering, Inc./Online P1us- DD-Q 0.53 724 T 0.06 0.47 Q -R 0.58 721 T 0.12 0.46 Online Plus -- Version 18.0.014 R -C 0.46 771 C 0.00 0.46 RUN DATE: 20-JAN-06 C -S 0.34 1851 C 0.02 0.32 S -T 0.15 1891 C 0.02 0.13 CSI -Size- ----Lumber---- T -Z 0.10 2006 C 0.07 0.03 TC 0.95 2x .4 SP-#2 Z -D 0.10 1426 C 0.01 0.09 BC 0.69 2x 4 SP-#2 --------Bottom Chords --------- CW 0.58 2x 4 SP-#3 A -M 0.69 650 T 0.07 0.62 WB 0.59 2x '4 SP-#3 M -S2 0.53 348 T 0.03 0.50 S2-AA 0.64 348 T 0.03 0.61 Brace truss as follows: AA -BB 0.51 512 C 0.00 0.51 O.C. From To BB-J 0.39 157 C 0.00 0.39 TC Cont. 0- 0- 0 50- 0- 0 I -K 0.49 658 T 0.07 0.42 BC Cont. 0- 0- 0 50- 0- 0 K -H 0.56 1157 T 0.13 0.43 WB 1 rows CLB on B -AA G -F 0.23 89 C 0.00 0.23 WB 1 rows CLB on CC -BB E -Y 0.25 49 T 0.00 0.25 WB 1 rows CLB on I -R Y -D 0.34 1270 T 0.13 0.21 Attach CLB with (2)-10d nails ---------- Chord -Webs ---------- at each web. J -I 0.58 196 T 0.00 0.58 I -Q 0.07 310 C 0.07 0.00 Loading Live Dead (psf) G -H 0.33 222 T 0.00 0.33 TC 20.0 15.0 H -S 0.01 58 T 0.01 0.00 BC 0.0 5.0 E -F 0.24 218 T 0.07 0.17 Total 20.0 20.0 40.0 F -T 0.02 133 C 0.02 0.00 Spacing 24.0" ------------- Webs ------------- Lumber Duration Factor 1.25 N -M 0.13 336 C Plate Duration Factor 1.25 M -B 0.11 347 T TC Fb=1.15 Fc=1.10 Ft=1.10 B -AA 0.29 958 C 1 Br BC Fb=1.10 Fc=1.10 Ft=1.10 AA -CC 0.08 254 C CC -BB 0.28 896 C 1 Br BB-DD 0.33 1024 C Plus 6 Wind Load Case(s) BB -I 0.24 1274 C Plus 4 Unbalanced Load Cases DD-I 0.28 896 T Plus 1 UBC LL Load Case(s) I -R 0.35 1595 C 1 Br R -K 0.12 418 T Checked for NonConcurrent 200 K -C 0.24 479 C Lbs Moving Point Load applied C -H 0.30 942 T at Panel Points and Mid -panel H -T 0.04 238 C on BC H -F 0.59 1866 T F -Z 0.17 534 T Jt React Uplft Size Req'd F -Y 0.43 1343 T Lbs Lbs In-Sx In-Sx Y -Z 0.09 547 C A 622 168 4- 0 1- 0 Hz = -138 LL Defl 0.14" in A -M L/999 AA 784 177 8- 0 1- 0 TL Defl 0.09" in AA -BB L/874 BB 1997 525 8- 0 2- 4 Shear // Grain in S2-AA 0.43 D 921 250 8- 0 1- 1 DL Defl -0.14" at G L/999 Hz = 142 Plates for each ply each face. Membr CSI P Lbs Axl-CSI-Bnd PLATING CONFORMS TO TPI. ----------Top Chords---------- REPORTS: SBCCI 9761 A -N 0.34 717 C 0.00 0.34 ROBBINS ENGINEERING, INC. N -B 0.29 391 C 0.00 0.29 BASED ON SP LUMBER B -CC 0.83 512 T 0.08 0.75 USING GROSS AREA TEST. CC-Sl 0.95 1231 T 0.20 0.75 Plate - LOCK 20 Ga, Gross Area S1-DD 0.59 1231 T 0.20 0.39 Plate - RHS 20 Ga, Gross Area Robbins Engineering, Inc./Online PIusTM Q 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:33 AM Page 1 Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.81 B LOCK 6.Ox 8.0 0.9-3.8 0.81 C LOCK 6.Ox 6.0-0.9-3.& 0.75 D LOCK 4.Ox 6.0 Ctr 0.1 0.81 I LOCK 6.0x10.0 Ctr 1.2 0.81 H LOCK 6.0x10.0 Ctr 1.3 0.81 F LOCK 5.Oxl2.0 Ctr 0.8 0.92 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 2006 Lbs Quality Control. Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job Mark Quan Type Span P1-HI Left OH Right OH Engi,aeering CARCIT ICC HIJ 1 SP 500000 6 1- 2- 0 1- 2- 0 ARC'1T (Engle/Caracas Elv.1/M#3888) ) HO 4-3 0 HO 4-3 0 0 o N O N TC 1" 7-0-0___.__ _ 33-4-0 O i 9-8-0 J 3x8 3x6 6x8 3x6 S15x6 I 4x6 2x4 4x8 4x12 2x4 6x12 CC 6 B W X Y P S2 FF Q C -- 2x4 2x4 55-2-3A T R SA6 3 I-0 .�. AA 1- 0- C E K T 4x6 M V U S I 2x4 4xl(l- 4- C F D -- 3x6 3x6S3 4x6 4x12 6x10 2x4 6x10 Z 3x8 E Z W:400 W:800 2x4 5 12 2x4 3x8 R:1695 R:5798 DD U: 401 U:1540 7x8 W:800 R:1664 U: 430 BCi 26-10-0 , 13-8-0 2-10-0�6-8-0 - �j r-..---- ------ 50-0-0 ALL PLATES ARE LOCK20 Scale: 0.132" = 1' Robbins Engineering, Inc./Online P1us- S 5799 1541 8- 0 6- 9 Z -AA 0.20 1210 C D 1665 431 8- 0 1-15 Online Plus -- Version 18.0.014 Hz = 117 LL Defl -0.24" in K -H L/999 RUN DATE: 20-JAN-06 TL Defl -0.45" in K -H L/669 Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in B -W 0.65 CSI -Size- ----Lumber---- ----------Top Chords---------- DL Defl -0.30" at G L/933 TC 0.85 2x 4 SP-SS A -T 0.33 3021 C 0.07 0.26 EX A -B 2x 4 SP-#2 T -B 0.43 2871 C 0.06 0.37 Plates for each ply each face. EX C -D 2x 4 SP-#2 B -W 0.52 2547 C 0.03 0.49 PLATING CONFORMS TO TPI. BC 0.86 2x 4 SP-#2 W -S1 0.54 1412 T 0.04 0.50 REPORTS: SBCCI 9761 EX G -F 2x 6 SP-#2 S1-X 0.50 1412 T 0.04 0.46 ROBBINS ENGINEERING, INC. CW 0.58 2x 4 SP-#3 X -Y 0.85 4136 T 0.39 0.46 BASED ON SP LUMBER EX E -R 2x 4 SP-#2 Y -P 0.67 2960 T 0.28 0.39 USING GROSS AREA TEST. WB 0.96 2x 4 SP-#3 P -S2 0.51 2963 T 0.28 0.23 Plate - LOCK 20 Ga, Gross Area EX S -Y 2x 6 SP-#2 S2-FF 0.58 2963 T 0.28 0.30 Plate - RHS 20 Ga, Gross Area EX H -DD 2x 4 -SP-#2 FF-Q 0.34 3268 C 0.04 0.30 Jt Type Plt Size X Y JSI Q -C 0.31 3268 C 0.04 0.27 A LOCK 5.Ox 6.0 1.4 0.6 0.88 Brace truss as follows: C -CC 0.28 4421 C 0.17 0.11 B LOCK 6.Ox 8.0 0.9-3.8 0.80 O.C. From To CC-R 0.30 4538 C 0.16 0.14 S2 LOCK 4.Ox 8.0 Ctr-0.2 0.77 TC Cont. 0- 0- 0 50- 0- 0 R -AA 0.46 4703 C 0.21 0.25 C LOCK 6.Ox12.0-1.0-4.3 0.98 BC Cont. 0- 0- 0 50- 0- 0 AA-D 0.27 2961 C 0.07 0.20 D LOCK 4.Ox 6.0 Ctr 0.1 0.98 WB 1 rows CLB on W -U --------Bottom Chords--------- I LOCK 6.0x10.0 Ctr 1.2 0.79 WB 1 rows CLB on X -S A -M 0.73 2673 T 0.24 0.49 K LOCK 4.Ox10.0-0.5 Ctr 0.91 WB 1 rows CLB on I -FF M -V 0.70 2581 T 0.23 0.47 H LOCK 5.Oxl2.0 Ctr 0.8 0.93 Attach CLB with (2)-10d nails V -S3 0.59 2547 T 0.47 0.12 DD LOCK 7.Ox 8.0-1.0-0.7 0.91 at each web. S3-U 0.65 2547 T 0.20 0.45 F LOCK 6.0x10.0 Ctr 0.3 0.86 U -S 0.41 1412 C 0.00 0.41 Z LOCK 3.Ox 8.0-1.5 Ctr 0.97 Loading Live Dead (psf) S -J 0.40 158 C 0.00 0.40 TC 20.0 15.0 I -EE 0.51 1258 T 0.09 0.42 BC 0.0 5.0 EE-K 0.47 1258 T 0.09 0.38 REFER TO ROBBINS ENG. GENERAL Total 20.0 20.0 40.0 K -H 0.86 3885 T 0.71 0.15 NOTES AND SYMBOLS SHEET FOR Spacing 24.0" G -DD 0.11 137 T 0.00 0.11 ADDITIONAL SPECIFICATIONS. Lumber Duration Factor 1.25 DD-F 0.93 4165 T 0.55 0.38 Plate Duration Factor 1.25 E -Z 0.31 228 T 0.02 0.29 NOTES: TC Fb=1.00 Fc=1.00 Ft=1.00 Z -D 0.63 2633 T 0.48 0.15 Trusses Manufactured by: BC Fb=1.00 Fc=1.00 Ft=1.00 ---------- Chord -Webs ---------- East Coast Lumber J -I 0.58 199 T 0.00 0.58 Analysis Conforms To: Load Case # 1 Standard Loading I -P 0.11 591 C 0.11 0.00 FEC2004 Lumber Duration Factor 1.25 H -C 0.55 1736 T 0.55 0.00 OH Loading Plate Duration Factor 1.25 G -H 0.46 222 T 0.00 0.46 Soffit psf 2.0 pl£ - Live Dead From To E -F 0.67 225 T 0.00 0.67 Design checked for LL on BC TC V 40 30 0.0' 50.0' F -R 0.03 189 T 0.03 0.00 per BOCA (section1606.2.3), BC V 0 10 0.0' 50.01 -------------Webs------------- IBC/IRC-2003,and FBC 2004 TC V 50 38 8.0' 42.0' T -M 0.02 110 C (section 1607.1), 20.0 psf. BC V 0 13 8.0' 42.0' M -B 0.16 616 T Design checked for 10 psf non - BC V 200 200 7.0' CL-LB B -V 0.41 680 C concurrent LL on BC. TC V 150 150 7.0' CL-LB V -W 0.15 537 T Prevent truss rotation at all BC V 278 278 43.0' CL-LB W -U 0.55 2516 C 1 Br bearing locations. U -X 0.46 1449 T Wind Loads - ANSI / ASCE 7-02 X -S 0.96 4402 C 1 Br Truss is designed as a Main Plus 6 Wind Load Case(s) S -Y 0.20 1826 C Wind -Force Resistance System. Plus 4 Unbalanced Load Cases S -I 0.80 4258 C Wind Speed: 120 mph Plus 1 UBC LL Load Case(s) Y -I 0.60 1885 T Mean Roof Height: 18-0 I -FF 0.78 4195 C 1 Br Exposure Category: B Checked for NonConcurrent 200 EE-FF 0.08 278 T Occupancy Factor : 1.00 Lbs Moving Point Load applied FF-K 0.79 2471 T Building Type: Enclosed at Panel Points and Mid -panel K -Q 0.12 721 C Zone location: Exterior on BC K -C 0.35 834 C TC Dead Load 7.0 psf H -CC 0.05 333 C BC Dead Load 3.0 psf Jt React Uplft Size Req'd H -DD 0.79 4322 T Unbalanced Loads Checked Lbs Lbs In-Sx In-Sx DD-CC 0.03 206 C Load Factors = 1.00 and 0.00 A 1695 401 4- 0 2- 0 F -AA 0.50 1578 T Max comp. force 4703 Lbs Hz = -110 F -Z 0.85 2674 T Quality Control Factor 1.00 Robbins Engineering. Inc./Online Plus-C) 1996-2005 Version 18.0.014 Engineering -Portrait 1/20/2006 10:47:32 AM Page 1 o) 2 Job CARCIT Mark HIJ Quan Type Span P1-H1 Left OH Right OH 1 SP 500000 6 1- 2- 0 1- 2- 0 Engineering cont. CARCIT (Engle/Caracas Elv.1/M#3888) FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Robbins Engineering. Inc./Online Plus' 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:32 AM Page 2 of 2 Mark FQu- Joban Type Span Pl-H1 Left OH Right OH Engineering CARCIT M6D 1 MONO 70308 6 1- 2- 0 0 LCARC1T (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 3-11-15 TCI 1-2-0 1 7-3-8 6x6 B 6,, 2x4 E 3-11-15 D t, 2x4 3x6 A i o - HGR R: 351 - U: 130 C 2x4 W:800 R: 367 U: 51 6-10-0------- i5-8 I - 7-3-8-------- F ALL PLATES ARE LOCK20 Scale: 0.457" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 . CSI -Size- ----Lumber---- TC 0.27 2x 4 SP-#2 BC 0.51 2x 4 SP-#2 WB 0.09 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 3- 8 BC Cont. 0- 0- 0 7- 3- 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) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - Hz = 94 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.27 283 C 0.00 0.27 E -B 0.15 48 C 0.00 0.15 B -B 0.02 9 C 0.00 0.02 --------Bottom Chords --------- A -C 0.51 267 T 0.03 0.48 ------------- Webs ------------- E -C 0.07 301 C C -D 0.09 293 T WindLd D -B 0.03 137 C WindLd LL Defl -0.05" in A -C L/999 TL Defl -0.08" in A -C L/918 Shear // Grain in A -C 0.29 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 6.Ox 6.0-0.2 0.4 0.40 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: A 367 51 8- 0 1- 0 Trusses Manufactured by: Hz = 150 East Coast Lumber D 351 130 3- 8 1- 0 Analysis Conforms To: Robbins Engineering, Inc./Online PIUST © 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:51 AM Page 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical is 1/211. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 301 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ 11BCSI-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 sob Mark QuaType Span P1-H1 Left OH Right OH Engineering CARCI T H6C 1 MONO 70308 6 1- 2- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) H0 4-3 HO 3-11715 TCI 1-2-0 7-3-8 ' rc co 6x6 B 3-8-3 I :800 R: 367 U: 51 i� D 3x6 C o 2x4 1 U: 130 BCI 6-10-0 Is- 7-3-8- Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.27 2x 4 SP-#2 BC 0.51 2x 4 SP-#2 WB 0.09 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 3- 8 BC Cont. 0- 0- 0 7- 3- 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) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 94 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -E 0.27 283 C 0.00 0.27 E -B 0.15 48 C 0.00 0.15 B -B 0.02 9 C 0.00 0.02 --------Bottom Chords --------- A -C 0.51 267 T 0.03 0.48 ------------- Webs ------------- E -C 0.07 301 C C -D 0.09 293 T WindLd D -B 0.03 137 C WindLd LL Defl -0.05" in A -C L/999 TL Defl -0.08" in A -C L/918 Shear // Grain in A -C 0.29 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 6.Ox 6.0-0.2 0.4 0.40 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: A 367 51 8- 0 1- 0 Trusses Manufactured by: Hz = 150 East Coast Lumber D 351 130 3- 8 1- 0 Analysis Conforms To: Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 1&0.014 Engineering - Portrait 1/20/2006 10:47:50 AM Page 1 Scale: 0.403" = 1 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. Max gap between edge of brg and end vertical is 1/2". Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 301 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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: RCP 5. SIMPSON HANGER @ JT.D. Job Mark Quan Type Span P1-H1 Left OH �RighffOH Engineering CARC1 T H6B 1 HHIP 70308 6 1- 2- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 Ho 2-8-3 TCI 1-2-0 4-8-0 2-7-8 4x4 6x6 2-8-3 D 2x4 it W:800 R: 367 U: 76 BC - - -- - ---- - - 6-10-0 - - - 5-8 . Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI--Size- ----Lumber---- TC 0.30 2x 4 SP-#2 BC 0.53 2x 4 SP-#2 WB 0.101: 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 3- 8 BC Cont. 0- 0- 0 7- 3- 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 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 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 61 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.30 170 C 0.00 0.30 B -C 0.08 32 T 0.00 0.08 C -C 0.02 0 T 0.00 0.02 --------Bottom Chords --------- A -D 0.53 158 T 0.01 0.52 ------------- Webs ------------- B -D 0.04 237 C D -F 0.10 313 T WindLd F -C 0.01 92 C WindLd LL Defl -0.06" in A -D L/999 TL Defl -0.10" in A -D L/747 Shear // Grain in A -D 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 C LOCK 6.Ox 6.0 Ctr 0.5 0.36 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: A 367 76 8- 0 1- 0 Trusses Manufactured by: Hz = 96 East Coast Lumber F 351 105 3- 8 1- 0 Analysis Conforms To: Robbins Engineering, Inc./Online PIusTM © 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:50 AM Page 1 Scale: 0.593" = 1' FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical is 1/2". Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 237 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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: RCP 5. SIMPSON HANGER @ JT.F. Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCIT GE" 1 HHIP 61100 6 1- 2- 0 0 I CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 1-8-3 _TCI 1-2-0 2-8-0 4-3-0 _ 4x4 *2x4 2x4 6i F 1-8-3 2x4 A Lq E G x4 2x4 i i I BC-----------i---- ------ I 6-11-0 =- - 6-11-0 ALL PLATES ARE LOCK20 See Joint F For Typical Gable Plate Size and Placement Scale: 0.742" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.16 2x 4 SP-#2 WB 0.02', 2x 4 SP-#3 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11- 0 BC Cont. 0- 0- 0 6-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 38 C 0.00 0.08 B -F 0.04 18 C 0.00 0.04. F -C 0.04 18 C 0.00 0.04 --------Bottom Chords --------- A -E 0.16 14 C 0.00 0.16 E -G 0.13 0 T 0.00 0.13 G -D 0.16 0 T 0.00 0.16 ------------- Webs ------------- E -B 0.02 155 C D -C 0.01 67 C WindLd ----------Gable Webs---------- G-F 0.02 153 C LL Defl 0.00" in G -D L/999 TL Defl 0.00" in A -E L/999 Shear // Grain in G -D 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 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by Cont. Brg 0- 0- 0 to 6-11- 0 East Coast Lumber 649 174 Hz = 76 Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 155 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10AT49 AM Page 1 Job Mark J�anType Span P1-Hl Left OH Right OH E►igineering CARC1 T H6 1 HHIP 70000 6 1- 2- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 2-7-15 TCI 1-2-0 1 4-7-8 2-4-8 4x4 2x4 B C 6' i 2-7-15 3x3 A D E 2x4 3x3 n i ull II w:8o0 HGR R R: 607 : 560 U: 155 U: 156 B�-- ---- - 7-0-0 - ALL PLATES ARE LOCK20 Scale: 0.595" = 1' Robbins Engineering, Inc./Online Plus - A 608 156 8- 0 1- 0 Hz = -34 Online Plus -- Version 18.0.014 D 560 156 3- 8 1- 0 RUN DATE: 20-JAN-06 Hz = 69 CSI -Size- ----Lumber---- TC 0.14 2x 4 SP-#2 BC 0.32 2x 6 SP-#2 WB 0.20 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 12.0" 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 20 15 0.0' 7.0' BC V 0 5 0.0' 7.0' BC V 60 60 0.0' 7.0' Plus 6 Wind Load Cases) Plus 1 UBC LL Load Cases) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.14 469 C 0.00 0.14 B -C 0.04 426 C 0.00 0.04 --------Bottom Chords --------- A -E 0.32 426 T 0.04 0.28 E -D 0.18 50 T 0.00 0.18 ------------- Webs ------------- E -B 0.03 126 T E -C 0.20 632 T D -C 0.08 497 C WindLd LL Defl -0.01" in A -E L/999 TL Defl -0.03" in A -E L/999 Shear // Grain in A -E 0.27 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 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:49 AM 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. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 497 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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: RCP 5. SIMPSON HANGER @ JT.D. Job CARCl T Mark GS Quan 1 Type Span FLAT 70000 P1-H1 50107 Left OH Right OH 0 0 Engineering CARCIT (Engle/Caracas Elv.1/M#3888) HO 5-1-7 HO 5-1-7 TC�l 7-0-0 I 3x6 3x3 2x4 3x6 E i I J F i 5-1-7 r D C 2x4 H G 2x4 4x8 6x8 I W:400 HGR R:2729 R:2730 U:1025 U:1068 BCi 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.384" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP42 BC 0.41 2x 6 SP42 WB 0.63 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 7.0' BC V 0 10 0.0' 7.0' BC V 350 350 0.0' 7.0' 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 = -255 C 2730 1069 8- 0 3- 4 Hz = 256 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -I 0.09 880 C 0.00 0.09 I -J 0.05 876 C 0.00 0.05 J -F 0.09 876 C 0.00 0.09 --------Bottom Chords --------- * -H 0.40 178 T 0.00 0.40 H -G 0.29 880 T 0.11 0.18 G -C 0.41 178 T 0.00 0.41 ------------- Webs ------------- D -E 0.62 1862 C WindLd E -H 0.63 1979 T H -I 0.05 148 C I -G 0.03 99 T G -J 0.05 151 C G -F 0.63 1970 T C -F 0.62 1856 C WindLd LL Defl -0.02" in H -G L/999 TL Defl -0.04" in H -G L/999 Shear // Grain in D -H 0.75 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 E LOCK 3.Ox 6.0 0.5 Ctr 0.90 F LOCK 3.Ox 6.0-0.5 Ctr 0.90 H LOCK 4.Ox 8.0 Ctr-0.5 0.90 G LOCK 6.Ox B.0 0.5-0.5 0.88 Jt React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL Lbs Lbs In-Sx In-Sx NOTES AND SYMBOLS SHEET FOR D 2730 1026 4- 0 3- 4 ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online PIusTM ® 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:48 AM Page 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. Prevent truss rotation at all bearing locations. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load 3.0 psf Max comp. force 1862 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T FSA I 1 FLAT 70000 40602 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-6-2 HO 4-6-2 2x4 3x3 2x4 A E B C 2x4 r W.400 HGR R: 279 R: 342 U: 135 U: 169 -BC --- 7-0-0 ------ -- ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.71 2x 4 SP-#2 WB 0.12 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 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 = 226 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.16 64 C 0.00 0.16 E -B 0.16 64 C 0.00 0.16 --------Bottom Chords --------- D -C 0.71 127 T 0.00 0.71 ------------- Webs ------------- D -A 0.11 100 C WindLd D -E 0.07 184 C E -C 0.07 184 C C -B 0.12 100 C WindLd LL Defl -0.11" in D -C L/721 TL Defl -0.16" in D -C L/477 Shear // Grain in A -E 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. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: D 280 136 4- 0 1- 0 East Coast Lumber Hz = -225 Analysis Conforms To: C 342 169 4- 0 1- 0 FBC2004 Robbins Engineering, Inc./Online Plus' 0 1996-2005 Version 18.0.014 Engineering -Portrait 1/20/2006 10:47:48 AM Pagel Scale: 0.420" = 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. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 184 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CAR C1 T H3D 1 MONO 110 812 6 1- 2 - 0 0 CARC1T (Engle/Caracas Elv.1/M#3888) 6-0-6 HO 4-3 HO 6-2-9 :'.1-2-0_ A I 2x4` B W:800 R: 565 U: 106 Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.44 2x 4 SP-#2 BC 0.:49 2x 4 SP-#2 WB 0.34 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 8-12 BC Cont. 0- 0- 0 11- 8-12 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Cases) Plus 1 U13C LL Load Case s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC 2x4 11-8-12 - ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 337 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.44 575 C 0.00 0.44 D -B 0.44 138 C 0.00 0.44 --------Bottom Chords --------- A -E 0.47 527 T 0.06 0.41 E -C 0.49 527 T 0.06 0.43 ------------- Webs ------------- E -D 0.08 269 T D -C 0.34 600 C C -B 0.25 161 C WindLd LL Defl 0.03" in A -E L/999 TL Defl -0.05" in A -E L/999 Shear // Grain in D -B 0.28 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 565 107 8- 0 1- 0 East Coast Lumber Hz = -181 Analysis Conforms To: C 469 168 3- 8 1- 0 FBC2004 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:45 AM Page 1 C 3x3 A HGR R: 469 U: 167 i- Scale: 0.295" = 1 OH Loading Soffit psf 2.0 Provide connection to bearing for 337 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 600 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 Z;C Quan Type Span P1-H1 Left OH Right OH Engineering CARCIT 1 HHIP 110812 6 1- 2- 0 0 CARC'1T (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 5-0-6 TC 1 1-2-0 9-4-5 i 2-4-7 11 4x4 3x3 B C I I 61 2x4 , F 5-0-6 i i 3x3 A D E 3x6 2x4 I W:800 HGR R: 565 R: 469 U: 121 U: 152 BCi 11-8-12 11-8-12 ALL PLATES ARE LOCK20 Scale: 0.388" = 1' Robbins Engineering, Inc./Online Plus - Hz = 273 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE.: 20-JAN-06 ----------Top Chords ----------- A -F 0.33 607 C 0.00 0.33 CSI -Size- ----Lumber---- F -B 0.28 224 C 0.00 0.28 TC 0.33 _2x 4 SP-#2 B -C 0.06 188 C 0.00 0.06 BC 0.65,'2x 4 SP-#2 --------Bottom Chords --------- WB 0.17 2x 4 SP-#3 A -E 0.65 558 T 0.06 0.59 E -D 0.50 195 T 0.00 0.50 Brace truss as follows: ------------- Webs ------------- O.C. From To F -E 0.17 416 C TC Cont. 0- 0- 0 11- 8-12 E -B 0.05 144 C BC Cont. 0- 0- 0 11- 8-12 E -C 0.15 469 T D -C 0.17 490 C WindLd Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd LL Defl 0.22" in A -E L/600 TL Defl -0.21" in A -E L/608 Shear // Grain in A -F 0.22 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx A 565 122 8- 0 1- 0 NOTES: Hz = -145 Trusses Manufactured by: D 469 153 3- 8 1- 0 East Coast Lumber Robbins Engineering, Inc./Online Plusn' 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/2012006 10:47:44 AN Page 1 Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 607 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCIT H3B 1 HHIP 110812 6 1- 2- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) 4-0-6 HO 4-3 1-2-0 4x4 HO 4-0-6 3x3 A w:800 HGR R: 565 R: 469 U: 131 U: 152 BC; ------- -- 11-8-12 -- ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 214 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 20-JAN-06 ----------Top Chords ---------- A -B 0.50 441 C 0.00 0.50 CSI -Size- ----Lumber---- B -C 0.26 393 C 0.00 0.26 TC 0.50. 2x 4 SP-#2 --------Bottom Chords --------- BC 0.61 2x 4 SP-#2 A -E 0.61 393 T 0.05 0.56 WB 0.17 2x 4 SP-#3 E -D 0.38 153 T 0.00 0.38 ------------- Webs ------------- Brace truss as follows: E -B 0.05 238 C O.C. From To E -C 0.17 534 T TC Cont. 0- 0- 0 11- 8-12 D -C 0.12 473 C WindLd BC Cont. 0- 0- 0 11- 8-12 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 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 LL Defl 0.07" in A -E L/999 TL Defl -0.13" in A -E L/961 Shear // Grain in A -B 0.28 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 565 131 8- 0 1- 0 East Coast Lumber Hz = -113 Analysis Conforms To: D 469 152 3- 8 1- 0 FBC2004 Robbins Engineering, Inc./Online PIUSTM © 1996-2005 Version 16.0.014 Engineering - Portrait 1/20/2006 10:47:44 AM Page 1 Scale: 0.455" = 1 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads'- ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 473 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCIT T3A 3 TR 110812 6 1- 2- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 4-3 _TC'. 1-2-0 1 5-10-6 5-10-6 4x4 B i; I i 6! 3-3-6 3x3 3x3 A C rtR rA 2x4 n JuI II w: 800' HGR R: 565 R: 469 U: 147 U: 126 BC -----..---- 11-8-1211-8-12 --- --- -----_ ALL PLATES ARE LOCK20 Scale: 0.497" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP-#2 BC 0.47 2x 4 SP-#2 WB 0.68 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 8-12 BC Cont. 0- 0- 0 11- 8-12 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 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 565 148 8- 0 1- 0 Hz = -59 C 469 126 3- 8 1- 0 Robbins Engineering, Inc./Online Plus - Hz = 60 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.26 573 C 0.00 0.26 B -C 0.26 573 C 0.00 0.26 --------Bottom Chords --------- * -D 0.47 515 T 0.06 0.41 D -C 0.47 515 T 0.06 0.41 ------------- Webs ------------- D -B 0.08 276 T LL Defl 0.03" in A -D L/999 TL Defl -0.04" in D -C L/999 Shear // Grain in A -B 0.22 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 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 573 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:43 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T G3 1 SP 110812 6 1- 2- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 4-3 TC 1-2-0 3-1-3 2-3-0 11-0-5 2-3-6 3-0-14 4x8 4x4 C D 4.192; i 14.206 4x4 y 4x4 B E i6 6, 2-8-3 3x4 3x4 A g I H 3x3 3x8 W:800 i I W:800 R: 985 R: 821 U: 242 U: 220 C------------------------------- 11-8-12 1 ALL PLATES ARE LOCK20 Scale: 0.498" = 1' Robbins Engineering, Inc./Online P1us- A 985 243 8- 0 1- 3 Hz = -45 Online Plus -- Version 18.0.014 F 821 221 8- 0 1- 0 RUN DATE: 20-JAN-06 Hz = 46 CSI -Size- ----Lumber---- TC 0.18 2x 4 SP-#2 BC 0.50 2x 4 SP42 WB 0.10 2x 4 SP-#3 Brace truss as follows: 0. C. From To TC Cont. 0- 0- 0 11- 8-12 BC Cont. 0- 0- 0 11- 8-12 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 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 11.7' BC V 0 10 0.0' 11.7' TC V 30 23 0.0' 11.7' BC V 0 8 0.0' 11.7' 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 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.18 1236 C 0.00 0.18 B -C 0.06 1027 C 0.00 0.06 C -D 0.05 970 C 0.04 0.01 D -E 0.07 1026 C 0.00 0.07 E -F 0.17 1241 C 0.00 0.17 --------Bottom Chords --------- A -I 0.49 1102 T 0.13 0.36 I -H 0.39 964 T 0.11 0.28 H -F 0.50 1107 T 0.13 0.37 ------------- Webs ------------- B -I 0.02 155 C I -C 0.10 317 T C -H 0.06 192 T H -D 0.04 150 T H -E 0.03 164 C LL Defl 0.03" in H -F L/999 TL Defl -0.04" in A -I L/999 Shear // Grain in A -I 0.19 DL Defl -0.12" at I L/998 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 H LOCK 3.Ox 8.0 0.4 Ctr 0.49 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: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1241 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: Robbins Engineering, Inc./Online Plus- 01996-2005 Version 18.0.014 Engineering -Portrait 1/20/2006 10:47:43 AM Pagel Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering CARCIT G7 1 HHIP 121008 6 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 6-2-9 TC', 11-8-12 101121 4x4 6x10 B C 6j I 4x4 H 6-2-9 -r 3x6 G A _ 3x6 1- 4- 0 ---- I J 08 2x41 R:1656 3x6 3x10 U: 507 W:800 R:1635 U: 381 BCi, 12-7-0 oIi of 12-10-8 E ALL PLATES ARE LOCK20 Scale: 0.313" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.88 2x 6 SP42 WB 0.72 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12-10- 8 BC Cont. 0- 0- 0 12-10- 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 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 12.9' BC V 0 10 0.0' 12.9' BC V 90 90 0.0' 12.6' 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 Robbins Engineering, Inc./Online P1us- A 1635 382 8- 0 1-15 Hz = 249 G 1657 507 3- 8 1- 0 Hz = 158 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.54 2035 C 0.03 0.51 H -B 0.51 536 C 0.00 0.51 B -C 0.09 465 C 0.00 0.09 C -C 0.01 0 T 0.00 0.01 --------Bottom Chords --------- A -I 0.88 1841 T 0.24 0.64 I -J 0.82 1841 T 0.24 0.58 J -D 0.10 126 T 0.00 0.10 ------------- Webs ------------- I -H 0.38 1299 T H -J 0.66 1699 C J -B 0.03 112 T J -C 0.50 1566 T D -G 0.09 291 T WindLd G -C 0.72 1477 C WindLd LL Defl -0.08" in A -I L/999 TL Defl -0.15" in A -I L/929 Shear // Grain in A -I 0.56 DL Defl -0.12" at I 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 H LOCK 4.Ox 4.0-0.4-0.2 0.97 C LOCK 6.0x10.0 0.5 0.5 0.98 I LOCK 3.Ox 6.0 Ctr-1.2 0.93 J LOCK 3.Ox10.0 1.0 Ctr 0.97 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. Max gap between edge of brg and end vertical is 1/2". Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2035 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online Plus' © 1996-2005 Version 18.0.014 Engineering -Portrait 1/20/2006 10:47:51 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T T4D 1 DUAL 71104 6 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.85 2x 4 SP-#2 WB 0.32 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7-11- 4 BC Cont. 0- 0- 0 7-11- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 HO 6-6-9 HO 6-6-9 TC 3-11-10 3-11-10 4x4 B T r r 4 r W W C 2x4 G �'i H i I W:308 W:308 R: 373 R: 373 U: 68 U: 104 BCC 7-11-4 -~ i 7-11-4 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- C 374 104 3- 8 1- 0 Hz = 259 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.16 113 T 0.00 0.16 B -F 0.16 80 T 0.00 0.16 --------Bottom Chords --------- A -C 0.85 147 T ------------- Webs ------------- A -E 0.32 124 C WindLd A -B 0.14 179 C B -C 0.14 181 C C -F 0.31 124 C WindLd LL Defl -0.18" in A -C L/496 TL Defl -0.27" in A -C L/328 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. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 374 68 3- 8 1- 0 East Coast Lumber Hz = -289 Analysis Conforms To: Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:47 AM Page 1 I Scale: 0.255" = 1' 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: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 181 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T T4C RC1T (Engle/Caracas Elv.l Quan Type Span P1-Hl 1 DUAL 71104 6 K#3888) HO 6-6-9 HO 6-6-1 TCI 3-11-10 3-11-10 4x4 B 2 5-10-6 I H 2x4 Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.85;2x 4 SP42 WB 0.32, 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7-11- 4 BC Cont. 0- 0- 0 7-11- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 Left OH Right OH Engineering 0 0 T J 2x4 KL W:308 W:308 R: 357 R: 357 U: 75 U: 97 BC�- - 7-11-4- 7-11-4 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- 1 358 97 3- 8 1- 0 Hz = 204 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- G -B 0.16 96 T 0.00 0.16 B -I 0.16 72 T 0.00 0.16 --------Bottom Chords --------- H -J 0.85 125 T ------------- Webs ------------- H -G 0.32 124 C WindLd H -B 0.12 188 C B -J 0.12 188 C J -I 0.31 124 C WindLd LL Defl -0.18" in H -J L/496 TL Defl 70.27" in H -J L/328 Shear // Grain in H -J 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. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: H 358 76 3- 8 1- 0 East Coast Lumber Hz = -234 Analysis Conforms To: Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:47 AM Page 1 Scale: 0.255" = 1 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: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed. Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 188 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "13CSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG Job CARCI T Mark T4B Quan Type 2 DUAL Span 71104 P1-Hl 6 Left OH Right OH 2- 6- 0 2- 6- 0 Engineering CARCiT (Engle/Caracas Elv.1/M#3888) HO 6-6-9 HO 6-6-9 TC! 2-6-0 3-11-10 3-11-10 2-6-0 4.4 61 B 2x4 2x4 G i I 5-10-6 I 1 I H J 2x4 N ao 2x4 K® 0 _ ®L W :308 W : 308 R: 552 R: 552 U: 119 U: 141 BC 7-11-4 .T --c --- 7-11-4 --- i �' ALL PLATES ARE LOCK20 Scale: 0.255" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.85. 2x 4 SP-#2 WB 0.32 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7-11- 4 BC Cont. 0- 0- 0 7-11- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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- 1 553 141 3- 8 1- 0 Hz = 204 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- G -B 0.16 96 T 0.00 0.16 B -I 0.16 72 T 0.00 0.16 --------Bottom Chords --------- H -J 0.85 125 T ------------- Webs ------------- H -G 0.32 124 C WindLd H -B 0.12 188 C B -J 0.12 188 C J -I 0.31 124 C WindLd LL Defl -0.18" in H -J L/496 TL Defl -0.27" in H -J L/328 Shear // Grain in H -J 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 Gat, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: H 553 119 3- 8 1- 0 East Coast Lumber Hz = -234 Analysis Conforms To: Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10AT46 AM Page 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE,7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 188 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T MA 1 DUAL 71104 6 2- 6- 0 2- 6- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 6-6-9 HO 6-6-9 TCI 2-6-0 3-11-10 3-11-10 2-6-0 3- 8- 0-3,�-zZ3- 8- 0 3e3 F 4 6-8-9 Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI'-Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.85 2x 4 SP-#2 WB 0.32 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7-11- 4 BC Cont. 0- 0- 0 7-11- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 N 569 112 3- 8 1- 0 Hz = -289 KN{ ML I W:308 W:308 R: 568 R: 568 U: 112 U: 148 =? -- 7-11-4 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- 0 569 148 3- 8 1- 0 Hz = 259 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- G -Q 0.16 113 T 0.00 0.16 Q -I 0.16 80 T 0.00 0.16 --------Bottom Chords --------- N -0 0.85 147 T ------------- Webs ------------- N -G 0.32 124 C WindLd N -Q 0.14 179 C Q -0 0.14 181 C 0 -I 0.31 124 C WindLd LL Defl -0.18" in N -0 L/496 TL Defl -0.27" in N -0 L/328 Shear // Grain in N -0 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: Scale: 0.239" = 1' 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: 1120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 181 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 PIusT" © 1996-2005 Version 18.0.014 Engineering -Portrait 1/20/2006 10:47:46 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARClT H4 1 SP 100504 6 1- 3- 0 1- 3- 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 3-3-1 HO 3-3-1 TCI 1-3-0 1 2-11-1 4-7-2 1 2-11-1 1 1-3-0 1 4x4 4x6 B C 6 MR, 3x3 3x3 K N 4-B-10 A D - 2x4 1 L 2x4 3x3 3x3 i Cant:l- 3- 0 j I Cant:1- 3- 0 W:800 F E W:800 R: 645 3x3 2x4 R: 645 U: 202 U: 218 - --r------------ -- BC; 1-7-0 1 7-3-4 1-7-0 -i -- 10-5-4 J ALL PLATES ARE LOCK20 Scale: 0.380" = 1' Online Plus -- Version 16.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP42 BC 0.30 2x 4 SP42 WB 0.15 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 5- 4 BC Cont. 0- 0- 0 10- 5- 4 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 10.4' BC V 0 10 0.0' 10.4' TC V 10 8 2.9' 7.5' BC V 0 3 3.1' 7.4' BC V 40 40 3.1' CL-LB BC V 40 40 7.4' 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- 1 645 203 8- 0 1- 0 Hz = -190 L 645 218 8- 0 1- 0 Hz = 168 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- K -B 0.09 44 T 0.00 0.09 B -C 0.26 114 C 0.00 0.26 C -N 0.10 56 T 0.00 0.10 --------Bottom Chords --------- A -i 0.07 49 C 0.00 0.07 I -F 0.20 145 T 0.01 0.19 F -E 0.30 117 T 0.02 0.28 E -L 0.21 117 T 0.02 0.19 L -D 0.11 49 C 0.00 0.11 ------------- Webs ------------- A -K 0.05 18 C WindLd K -I 0.01 79 C I -B 0.15 467 C F -B 0.07 234 T F -C 0.03 71 T E -C 0.08 262 T C -L 0.15 462 C L -N 0.02 114 C D -N 0.05 85 T WindLd LL Defl 0.02" in F -E L/999 TL Defl -0.02" in F -E L/999 LL Cant 0.00" in L -D L/999 Shear // Grain in B -C 0.23 DL Defl -0.12" at E L/634 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 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 3- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 467 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: LG REFER TO ROBBINS ENG. GENERAL Jt React Uplft Size Req'd NOTES AND SYMBOLS SHEET FOR Lbs Lbs In-Sx In-Sx ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus- ® 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:45 AM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH I Engineering CARCI T MV6 1 VLM. SB 60000 6 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) 3-0-0 HO 3-0-0 2x4 BCi 6-0-0 6-0-0 Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 6- 0- 0 431 116 Hz = 151 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.29 75 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 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: 0.625" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 143 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:52 AM Page 1 Job Mark Quart Type Span P1-HI Left OH Right OH I Engineering CARCI T MV4 I VLM. SB 40000 6 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) 2-0-0 Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.14, 2x 4 SP-#2 WB 0.01 2.x 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 73 Hz = 92 HO 2-0-0 2xa II - - 4-0-0------- L ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 44 C 0.00 0.08 --------Bottom Chords --------- A -C 0.14 0 T 0.00 0.14 ------------- Webs ------------- C -B 0.01 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: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 90 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:52 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T MV2 2 VLMA. SB 20000 6 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 1-0-0 TC I. 2-0-0 6 2x4 1-0-0 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014 A -B 0.00 13 C RUN DATE: 20-JAN-06--------Bottom Chords --------- A -C 0.00 0 T CSI -Size- ----Lumber---- ------------- Webs ------------- TC 0.00 2x 4 SP-#2 C -B 0.00 36 C WindLd BC 0.00 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 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 31 Hz = 33 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:53 AM Page -1 Scale: 0.859" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior 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 J.C. WEBER P.E.#17455 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 CARCI T HJ7 4 MONO 91013 4.243 1- 7-13 0 CARC'T (Engle/Caracas Elv.1/M#3888) 3-9-15 HO 3-15 HO 3-9-15 2x4 B 8 18 10 C 3x3 j I j j W:1105 w:108 R: 501 R: 397 U: 99 U: 54 9-10-13 - 11 =J - 9-10-13 Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-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 LOCK20 Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 99 11- 5 1- 0 Hz = 103 B 289 130 1- 8 1- 0 Hz = 204 C 397 54 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- A -D 0.54 712 C 0.00 0.54 D -B 0.54 119 T 0.00 0.54 --------Bottom Chords --------- A -C 0.92 720 T 0.13 0.79 ------------- Webs ------------- D -C 0.29 769 C C -B 0.07 0 T WindLd LL Defl -0.24" in A -C L/442 TL Defl -0.36" in A -C L/292 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 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 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: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 769 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:53 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering -CARCI T HJ3C 2 ENDJO 40108 4.243 1- 9- 3 0 CARCIT (Engle/Caracas Elv.1/M#3888) Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size ----Lumber---- TC 0.01 2x 4 SP-#2 BC 0.10 2x 4 SP42 WB 0.12 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 1- 8 BC Cont. 0- 0- 0 4- 1- 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' 4.1' BC V 0 10 0.0' 4.1' TC V -40 -30 0.0' -13 -9 4.1' BC V 0 -10 0.0' 0 -3 4.1' 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 HO 3-2-13 HO 4-8-5 TC1-9-3 4-1-8 2x4 B 4.243 i 4-8-5 3x6 8 56 59 C 2x4 Cant:l- 9- 4 Y I it W:1105 W:108 R: 398 R: 234 U: 304 BCj 2-2-14 1-1-0-10 4-1-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx E 399 305 11- 5 1- 0 Hz = -189 B 256 269 1- 8 1- 0 C 234 0 1- 8 1- 0 Hz = 213 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -F 0.01 49 C 0.00 0.01 F -B 0.01 50 C 0.00 0.01 --------Bottom Chords --------- A -E 0.05 48 C 0.00 0.05 E -C 0.10 142 T 0.00 0.10 ------------- Webs ------------- A -D 0.05 26 C WindLd D -E 0.01 43 T E -F 0.01 50 C E -B 0.08 286 C C -B 0.12 0 T WindLd LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -C 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 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: Scale: 0.321" = 1' East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 3- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 286 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:54 AM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering CARCI T HJA 2 ENDJO 30205 5.52 1- 3- 4 0 CARCIT (Engle/Caracas Elv.1/M#3888) Online Plus.-- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.11 2i: 4 SP-#2 BC 0.19 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- 2- 5 BC Cont. 0- 0- 0 3- 2- 5 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 .30 0.0' 3.2' BC V 0 10 0.0' 3.2' TC V -40 -30 0.0' -26 -20 3.2' BC V 0 -10 0.0' 0 -7 3.2' Plus 4 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 4-0 HO 1-9-10 Tc': 1-3-4 3-2-5 2x4 B C 2x4 scr II 'i W:108 R: 46 I I U: 14 � W:800 j w:�108 R: 223 R: 223 U: 34 BC I ----...-------!-----------; -- 3-2-5 ---- 3-2-5 - --., ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online PIU3- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 224 35 8- 0 1- 0 Hz = -34 B 47 15 1- 8 1- 0 C 223 0 1- 8 1- 0 Hz = 45 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.11 23 C 0.00 0.11 B -B 0.00 1 C --------Bottom Chords --------- A -C 0.19 23 T 0.00 0.19 ------------- Webs ------------- C -B 0.00 0 T WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gal, 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 Scale: 0.518" = 1' Setback 3- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 23 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/202006 10:47:54 AM Pagel Job Mark CARC1 T HJB CARCIT (Engle/Caracas Elv Quan Type Span P1-H1 Left OH Right OH 2 ENDJV 50010 5.515 1- 3- 3 0 1/M#3888 Engineering 2-7-15 HO 4-1 BC Online Plus.-- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.19 2x 4 SP-#2 BC 0.40 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- 0-10 BC Cont. 0- 0- 0 5- 0-10 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 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 5.1' BC V 0 10 0.0' 5.1' TC V -40 -30 0.0' -12 -9 5.1' BC V 0 -10 0.0' 0 -3 5.1' Plus 4 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 2-7-15 2x4 B 3 6 4 C 2x4 �I W:800 W:108 R: 250 R: 225 U: 30 5-0-10 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 250 30 8- 0 1- 0 Hz = -60 B 97 34 1- 8 1- 0 C 226 0 1- 8 1- 0 Hz = 88 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.19 48 C 0.00 0.19 B -B 0.00 3 C --------Bottom Chords --------- A -C 0.40 52 T 0.00 0.40 ------------- Webs ------------- C -B 0.02 0 T WindLd LL Defl -0.01" in A -C L/999 TL Defl -0.02" in A -C L/999 Shear // Grain in A -C 0.27 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 Scale: 0.604" = 1' Setback 4- 8- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 48 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI -El 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 TM Q 1996-2005 Version 18.0,014 Engineering - Portrait 1/20/2006 10:47:55 AM Pagel _[_ Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T EJ7 21 ENDJO 70000 6 1- 2- 0 0 CARC T (Engle/Caracas Elv.1/M#3888) SO 4-3 SO 3-10-3 TC' 1-2-0 7-0-0 B I i I � I I Eli II W:108 3-10-3 R: 215 U: 112 2x4 A C W:800 W:108 R: 377 R: 243 U: 58 U: 1 BC','--------------------------7-0-0---------------------- --- 7-0-0 -------ice-: ALL PLATES ARE LOCR20 Scale: 0.481" = 1' Robbins Engineering, Inc./Online Plus - Hz = 91 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 20-JAN-06----------Top Chords ---------- A -B 0.55 71 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP-#2 A -C 0.67 90 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 Cases) Plus 1 U13C LL Load Case s) LL Defl -0.08" in A -C L/967 TL Defl -0.17" in A -C L/435 Shear // Grain in A -B 0.28 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 377 58 8- 0 1- 0 Design checked for LL on BC Hz = 144 per BOCA (section 1606.2.3), B 215 113 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 244 1 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online PIUST 8 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:55 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 71 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T Mark EJ7A Quan 7 Type Span P1-H1 SP 70000 6 Left OH 1- 2- 0 _[_ Right OH 0 Engineering CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 2-10-3 TCI 1-2-0 7-0-0 j B i � 6i I I 3-10-3 2x4 F it W:108 1-0-OD R: 174 1-0-0C U: 87 T 2x4 D ~ C i A 2x4 0 -' - E 0 T 7 I i 2x4 W:108 R: 259 i U: 27 W:800 R: 397 U: 79 BC --- 7-0-0 ALL PLATES ARE L0CK20 Scale: 0.481" = 1' Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.35 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 CW 0.41 2x 4 SP-#3 Brace truss as follows: O.C. From To TIC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TIC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TIC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 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 398 79 8- 0 1- 0 Hz = 144 B 175 87 1- 8 1- 0 Robbins Engineering, Inc./Online Plus - Hz = 91 C 260 27 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -F 0.35 315 C 0.00 0.35 F -B 0.35 70 T 0.00 0.35 --------Bottom Chords --------- A -E 0.24 244 T 0.03 0.21 E -D 0.24 129 T 0.02 0.22 D -C 0.68 0 T 0.00 0.68 ---------- Chord -Webs ---------- E -D 0.41 113 T 0.03 0.38 D -F 0.05 170 T 0.05 0.00 LL Defl -0.10" in E -D L/727 TL Defl -0.19" in E -D L/391 Shear // Grain in D -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 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TIC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 315 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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- Q 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:56 AM Page 1 _[_ Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T EJ7B 1 HHIP 70000 6 1- 2- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 3-5-7 TCI 1-2-0 I, 6-2-8 ! 9-8 1 4x4 B C 6 I 3-5-7 W:108 R: 116 U: 2 2x4 A i I E D 2x4 I � W:800 W:108 R: 379 R: 323 U: 76 U: 143 BC, 7-0-0 -- 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.496" = 1' Robbins Engineering, Inc./Online Plus - Hz = 81 D 323 143 1- 8 1- 0 Online Plus -- Version 18.0.014 G = Gravity Uplift RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP-#2 BC 0.66 2x 4 SP-#2 WB 0.05 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 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.46 58 C 0.00 0.46 B -C 0.12 80 T 0.00 0.12 --------Bottom Chords --------- A -E 0.66 11 T 0.00 0.66 E -D 0.30 0 T 0.00 0.30 ------------- Webs ------------- E -B 0.05 250 C WindLd LL Defl -0.10" in A -E L/774 TL Defl -0.20" in A -E L/363 Shear // Grain in E -D 0.36 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 Checked for NonConcurrent 200 Lbs Moving Point Load applied REFER TO ROBBINS ENG. GENERAL at Panel Points and Mid -panel NOTES AND SYMBOLS SHEET FOR on BC ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 379 77 8- 0 1- 0 Hz = 128 C 117 3G 1- 8 1- 0 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 250 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1/20/2006 10:47:56 AM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering CARCI T EJ3C 4 ENDJO 21100 6 1- 3- 0 0 CARCIT (Engle/Caracas Elv.1/M#3888) HO 3-3-1 HO 4-8-9 TC' 1-3-0 2-11-0 6 B 2x4 D �I W:108 4-8-9 R: 97 U: 103 A 2x4 C i W:300 W:108 R: 267 R: 214 U: 32 U: 56 BC --- I- 2-11-0 -� 2-11-0 --;-' ALL PLATES ARE LOCK20 Scale: 0.402" = 1' Online Plus'-- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.18 2x 4 SP-#2 BC 0.25 2x 4 SP-#2 WB 0.05 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2-11- 0 BC Cont. 0- 0- 0 2-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- C 215 56 1- 8 1- 0 Hz = 104 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.18 55 C 0.00 0.18 --------Bottom Chords --------- A -C 0.25 103 T 0.00 0.25 ------------- Webs ------------- A -D 0.05 106 C 0.00 0.05 LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by• East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 267 33 3- 0 1- 0 OH Loading Hz = 145 Soffit psf 2.0 B 98 103 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online PlusTA 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:57 AM Page 1 per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 106 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 -F Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering CARCI T CJS 8 ENDJO 50000 6 1- 2- 0 0 CARC T (Engle/Caracas Elv.1/M#3888) F_ HO 4-3 Ho 2-10-3 2-10-3 3 13 0 W:800 W: 108 R: 300 R: 230 U: 47 U: 1 BC i 5-0-0 - - 5-0-0 - ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 64 Online Plus,-- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 20-JAN-06----------Top Chords ---------- A -B 0.27 50 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.27 2x 4 SP-#2 A -C 0.43 64 T 0.00 0.43 BC 0.43 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 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 300 47 8- 0 1- 0 Hz = 102 B 153 81 1- 8 1- 0 C 231 2 1- B 1- 0 LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -B 0.19 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. 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: 0.603" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 50 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 1995-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:57 AM Page 1 Job CARCI T Mark CJ3 Quan 8 Type Span ENDJO 30000 P1-H1 6 Left OH Right OH 1- 2- 0 0 Engineering CARCIT (Engle/Caracas Elv.1/M#3888) HO 4-3 HO 1-10-3 TCi 1-2-0 I 3-0-0 _ i i 61 I i 1-10-3 2A A IC I i W:108 R: 91 U: 48 i I I II I i W:800 i , W:108 R: 262 R: 218 U: 36 U: 1 BC.------ i - 3-0-0 I 3-0-0 =v ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 38 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 20-JAN-06----------Top Chords ---------- A -B 0.10 30 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 38 T 0.00 0.22 BC 0.22 2x 4 SP42 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 36 8- 0 1- 0 Design checked for LL on BC Hz = 61 per BOCA (section 1606.2.3), B 92 49 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 218 2 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- Q 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:58 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 30 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T CJI 8 ENDJO 10000 6 1- 2- 0 0 CARGIT (Engle/Caracas Elv.1/M#3888) 10-3 HO 4-3 HO 10-3 TC I 1-2-0 1 1-0-0 6 C 2x4 A I 1 W 1o8 IR:!, 148 U:! 112 W:800 W:108 R: 235 R: 205 U: 26 U: 2 BC! 1-0-0 .�- 1-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 11 Online Plus -- version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 20-JAN-06----------Top Chords ---------- A -B 0.03 18 T 0.00 0.03 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.03 2x 4 SP-#2 A -C 0.04 11 T 0.00 0.04 BC 0.04 2x 4 SP-#2 Brace truss -as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.06 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 235 27 3- 8 1- 0 Design checked for LL on BC Hz = 18 per BOCA (section 1606.2.3), B 48 12 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 205 3 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 1/20/2006 10:47:58 AM Page 1 Scale: 0.716" = 1' Design checked for 10 psf non - concurrent LL on BC.. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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 CARCI T CJI C CARMT (Engle/Caracas Elv.l Quan Type Span P1-H1 Left OH Right OH E 4 ENDJO 1100 6 1- 3- 0 0 4#3888) Online Plus -- Version 18.0.014 RUN DATE: 20-JAN-06 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP42 RC 0.15 2x 4 SP42 WB 0.06 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 0-11- 0 BC Cont. 0- 0- 0 0-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC HO 3-3iM 3-8-9 TC! 1-3-0 1 11-0 6! E 2x4 D 3-8-9 i A 2x4 W:108 R: 92 U: 125 C W:40OW:108 R: 351R: 203 U: 20T: 149 BC, i 11-0 ALL PLATES ARE L0CK20 Robbins Engineering, Inc./Online P1us- C 203 150 1- 8 1- 0 Hz = 78 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.09 58 C 0.00 0.09 --------Bottom Chords --------- A -C 0.15 77 T 0.00 0.15 ------------- Webs ------------- A -D 0.06 99 C 0.01 0.05 LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured b East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 357 207 4- 0 1- 0 OH Loading Hz = 103 Soffit psf 2.0 B 92 125 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online Plus TM 0 1996-2005 Version 18.0.014 Engineering -Portrait 1/20/2006 10:47:59 AM Pagel Scale: 0.440" = 1' per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL'on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 18-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 99 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 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