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HomeMy WebLinkAbout520 Kays Landing DrPERMIT ADDRESS C CONTRACTOR EV ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS 2 PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE _ MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE _ n 0 d s 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 . . . . . . 8/15/07 Parcel Number . . . . . 34.19.30.520-0000-1340 Property Address . . . 520 KAYS LANDING DR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . PUD Owner . . . . . . . . . Engle Homes Contractor . . . . . . Application number 07-00001428 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . TYPE VB Occupancy type . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . NONE Approved . . . . . . . Building Officia 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. U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. OMB No. 1660-0008 Expires February 28. 2009 0*7- %(t.),X SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name ENGLE HOMES Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number 520 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 134, KAYS LANDING, PHASE 2, Plat Book 69, Pages 43-44 Seminole County, Florida. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. 28.47'45.96"N Long. 81 18'22.54' W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 330+/ sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 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) 12117CO045 E 04-17-1995 04-17-1995 X NOT APPLICABLE B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) Bl 1. Indicate elevation datum used for BFE in Item 69: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized Local Vertical Datum NGVD 1929 Conversion/Comments None a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 36.35 ® feet ❑ meters (Puerto Rico only) 47.35 ® feet ❑ meters (Puerto Rico only) N/A. ® feet ❑ meters (Puerto Rico only) 35.71 ® feet ❑ meters (Puerto Rico only) 35.8 ® feet ❑ meters (Puerto Rico only) 35.6 ® feet ❑ meters (Puerto Rico only) 35.8 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name RONALD W. HERR, P.L.S. License Number Title Manager of Survey -Central Florida Region Company Name IBI Group, Inc. Address 2603 Maittpnd Center Parkw,aY7Ste C City Maitland State FL ZIP Code 32751 Signature Date 7-12-07 Telephone (407) 660-2120 PLACE,, i SEAL HERE' i 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 520 KAYS LANDING 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.e - Heat Pump Slab Elevation N/A = NOT APPLICABLE -12-07 Check here if attachments SLrCTION E - BUILDIX¢ ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: 0 feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 520 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 I Company NAlCNumber If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. 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 520 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 1 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." I d 7- lya7 November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 134 — 520 Kays Landing, Sanford, FL 32771 The finished floor elevation of the structure located at 520 Kays Landing, Sanford, FL 32771, Lot 134, 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 o oup David M. Bruno, P.S.M. Manager of Survey — Central Florida Region LLVi13ZTOJ 2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660.9070 CCL11B1 Consultants, Inc. is a Division of 1131 Group IBI GR D UP, Inc. AUTHORIZATION #L85610 IBI ENGINEERS SURVEYORS PLANNERS LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS 2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C GROUP POMPANO BEACH, FLORIDA, 33064 MAITLAND. FLORIDA. 32751 (954) 974-2200 (407) 660-2120 KAY' S LANDING PHASE 2 NA77ONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 1/4 OF SECRON 34. TOWNSHIP 19 PANEL NUMBER 12117CO040E SOUTH, RANGE 30 EAST, SEMINOLE COUNTY, FLORIC MAP RENSION 05/17/1995 BEING S 0074 40' E, AN ASSUMED MERIDIAN, FLOOD ZONE X ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPUfD BY THE PLAnm SURVEYOR, L2GpA2NN D: L- ARC�Q,STANCE ACEN AL ANGLE /C - AIR CONDITIONER SLAB rr CENTERLINE Q,E. DRAINAGE EASEMENT L.M.E. - LAKE MAINTENANCE EASEMENT U.E. : UTILITY EASEMENT F.F, FINI$H FLOOR FHYD. . FIRE HYDRANT W.M. WATER METER W,V, .WAR VALVE O IN ICATES 5 8' IR ROD SgT MATH NUMBER L 5`6110 1 P JIRC ESSLESS OTHERWISE NOTED N6b = ppS(EITNNA�L AND DISC L.B. 5610 PCCaaPPpINT PFC RMPDUN CURVATURE PI s POINT pF IN �RSECT I PR =PAINT -DF REVERSE CURVATURE L.P.V- CABLJEp �TV E C. �IEELECTRICESERVICE P a PRINT OF TANGENCY IM - EXISTING ELEVATION C2: A--8'46'59" R=325.00' L= 49.82' CHORD BEARING=S12'23'35"E CHORD-49.77 L 0 T 135 25 34. 2 34. 34.9 NdsO EL -U&N S 89'47-18" NON ADIAL 4.9'cmvMrE 4.8' U1 .; 31. 1 w L 0 T 134 TWO STORY RESIDENCE F.F. EL5 36.35, GAR, EL. 35.71' v '' 1 Q v V o SCALE: V m 3o' LOCATION SKETCH (NOT TO SCALE) 3-�—arr'--- 3 4 ti o m y„ w 0 iE ROD CAP u; v R 36.4' S • 47.1 ROD CAP � E-----��-------- >W. '" 1 ^ ! 10' U.E. 1 J%ra E. ' _ _ KAYS LANDING DRIVE Cl: �8— (50' RIGHT-OF-WAY) ' " 4712 R=25.00' L=35.69' CHORD BEARING=N48'53'42"W CHORD=32.73 LEGAL DESCRIPTION.' N&D _h-e "'s e D 68 CAP J8 N L ®i LOT 748 Lot 134, Kays Landing, Phase 2, according to the Plat thereof, as recorded in Plot Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. NOTES: Q0 Y. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED J. PLAT AND RECORDED DIMEN90NS AI7£ 714E SAME Q0 SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS OTHERWTSF NOTED. ORAINNa SKETCH, PLAT OR MAP IS FOR INFORMATIONAL PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS 4. LANDS SHOWN HEREON WIRE &OT ABSTRACTED BY �— TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING 187 GROUP, INC. FOR EASEWNTS AND CoR RIGHTS-, OF -WAY OF RECORD. �— PARTY OR PAR17ES IS PROHIBITED INTHOUT WRITTEN CONSENT OTHE SIGNING PARTY Wt PARTIES. S. LOCATIONS ARE LIMIT1n 7D VISIBLE IMPROVFMfNTS ONLY U 2. AES ARE TOO THE ABOVE GROUND FOUNDATON BUILDING. 6. THIS SURVEY DOES NOT REFLECT aq DETERMINE OWNER±HIP. w 7. THIS SURVEY EXCEEDS THE MINIMUM ('d.OSURF. ACCURACY z O )NS: DATE: BY: FOR A SUBURBAN SURWY AS REQUIRED IN 61G17-6.00i OF-a-MDA MINIMUM TECHWAL STANOARCS< a z PLOT PLAN 2/6/07 JAM FOUNDATION 5/3/07 JAM FINAL 7/12/07 JAM .. • . rL 4%1% V.L.J. OFESSIONAL SURVEYO and MAPPER #4907 STATE OF FLORIDA OF SURVEY.• DRAWN CHECKED FIELD 721 7/11/07 BY JAM BY RWH BOOK 2 UI'V OFSANFORD PERMIT APPLICATION Permit N : 0 ( l � W 4 Dater —/ (0 ( �� Job Address: t R Description of Work: t1 q 1i N GLJ V A- C Sli . C/41 To 1 Square Footage Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical Mechanical x Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — H of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New _X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: N of Fixtures H of Water & Sewer Lines H of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Decupancy Type: Residential _"X Commercial industrial Construction Type: 11 of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) Jwaers Name & Address: Phone: :,'oatractor Name & Address: State Lic4nse Number: Robert G. Dello Russo 'hoar & Fax: itoading Company: \ddrew: Kertgagt Leader: \ddcvw: \rchitect/Eagium. \ddress: Person: Phone: Fax: 1 .34440 qD`1 • G'b6-3CID q \pp(ication is hereby made to obtain a permit to do the work and installations as indicated. 1. certify that no work or installation has commenced prior to the ss rance oCa permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate remit must be scatted for ELECTRICAL WORK PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and UR CONDITIONERS, e(c. )WNER'S AFFIDAVIT: i certify that all of the foregoing iafomnation is accurate and that all work will be done in compliance with all applicable laws regulating nnstntction and zomin& WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING 'WILE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CO. L�SULT WITH YOUR LENDER OR AN \TTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT, l 4011C in addition to the requirements of this permit, there may be additional restrictions applicable to this his county, and there may be additional permits required from other governmental cantles such as water man \ooeptance of permit is verification that I will notify the owner of the property of the "iluirements of Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID &PROVALS: ZONING: UTIL: FD: pecial Conditions: ;ev 03/2006 Print pOaty d# may be in the public n meat stricts; agencies, a federal r/Agent Date �cnt's Name 07 Notary -State of Florida *DS Contractor/Agent is y Produced ID ENG: a�Y ► ROBERT V. NEVILLE -WMY COMMISSION # DD 212879 w' EXPIRES: June 14, 2007 Bonded Thru Notary Public Underwriters I. BLDG. a)-IDOOM CITY OF SANFORD PERMIT APPLICATION F y� Permit # :_U Job Address: Description of Work Historic District: !_/ Zoning: Permit Type: Building Electrical A Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service -- # of AMPS 3 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Y Commercial Industrial Total Square Footage: -T J Construction Type: r # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: E Q Phone: _ Bonding Company: Address: Mortgage Lender. _ Address: Arddteet/Engbseer: Address: Phone:, Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OQM2M'S AFFIDAM I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Flgr)/IAen Law, FS 713. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg•. (Initial & Date) Special Conditions: Zoning: Zlig)loot4 nature of Contractor/f� "° Date �Contractor/Agent's Name Signature of Notary -State of NOW iic State of Florida Pamela S Temus P!q Cvnirnission DD437139 Contractor/Agent 4�- P. .�� iron 08l0712009 Produced ID (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : / - ) 7 Z Date: "tt I- j— I ) Job Address: .- 4 O V-c,, Description of Work: Historic District: Value of Work: $ to 0 ) O . 073 Permit Type.— Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pale Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Z Plumbing/ New Commercial: # of F-bmes # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Storla: # of Dwelling Units: Flood Zone: MEMA form required for other than X) parea I #: (Attach Proof of Ownership & Legal Description) Owners Name & Address 7 r O \—R Phone: Contractor Nattyr+ P Q BOOK 1147 Sate License Number: C_ F -I-, oi— 7cFf I SANFoftQ Ii,0RWA:3X772 iii ,� Phone & Fax (407) 323-7515 Contact Person: VANT SE PLUMBING, INC Bonding Company: - P 0 $M11.17 Address: Ot"FORD, FLORIDA 32772 1117 Mortgage Lender: (407) 323-7515 Address: -- -- Arehltect/Rnglaetr - Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the wmuce of a pm nit and tt►arall work will be performed to meet standards of all laws regulating consruction in this jurisdiction. I understand that a separate permit must be sectored for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS. etc. OWNER'S AFFIDAVIT: I axtify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable lawn construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR . -.': 1:+< TWICE FOR IMPROVEMENTS TO YOUR. PROPERTY. W YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NQ-1jQ: in addition to d a 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 govetamsetal entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requi is 'f F Lien Law, FS 713. Signature of Owner/Agent Date Sigaa ctor gent Print'Owner/Agent's Name Print onrtactor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of lorida Date Owner/Agent is _ Personally Known to Me or Produced I APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: Zoning: MARTHA Y. HALL Contactor/Agent is �PNORMy Public, State of Florida enonaily Produced ID LuftWO&P• Feb. 1, 2008 , DID 258135 (Initial & Date) Utilities: FD: (Initial & Date) (initial &. Date) -72., C 07 - /yc�ze'' IBI GROUP LIM : Lei IT, a- IBI GR UP, Inc. AUTHORIZATION #L85610 ENGINEERS SURVEYORS PLANNERS LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS 2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C POMPANO BEACH, FLORIDA. 33064 MAITLAND, FLORIDA. 32751 (954) 974-2200 (407) 660-2120 KAY' S LANDING PHASE 2 NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 1/4 OIL SECTION J4, TOWNSHIP 19 PANEL NUMBER 12117COO40E SOUTH, RANGE JO EAST; SEM/NOLE COUNTY, FLORIC MAP REVISION 05/17/1995 BEING S 007440• £, AN ASSUMED MERIDIAN. FLOOD ZONE X ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PEA Two SURVEYOR. IBI GROUP LROSN Ds O S ROD L- ARC DISTANCE L.8ICS6 CAP �IRC�, NLLE S OTHERWISE NOTED e� CEN'KAL AN E " L.B. 1 NSsEtp USIN S A/C - AIR CONDITIONER SLAB N&D NAIL AND ISC L.B. 5610 CENTERLINE PCC = Pp NT 0 CURVA URE E DRAINAGE EASEMENT - • • - ` ' PCC a pP INT �F GOMPS UN�pCURVATURE UM E._-LAKE EASNEME T CE EASEMENT PRC PPIpIN TpF REEVE�SE CURVATURE F FINISH FLOOR CATV. - CAB E TV ` ' • - ' ' FHYO. FIR HypRANT P, - LI HT �OLE .•■+� W.M. WAR METERLEC. - LfCTRIC SERyICE LOCATION W.V. WATTEER VALVE SKETCH T a PO N OF TANGENCY = EXISTING ELEVATION (NOT TO SCALE) SCAU: 1• ■ 10' \ C2: A-8'46'59" R=325.00' L=49.82' CHORD BEARING- S12'23'35"E 1 CHORD=49.77 LOT 135 2s' I lh!. �w• S 89'47'18" E NON RADIAL 13 r1\ � 4.87' 4.82' j-Z9 �- 1 J — — — — --M1 .90' , —47 7' — — — p -;' 6,32 v J1.0 J6.J6' - ---- ----- O = a C2 �5 5 -' 16.0 OT 134 ' -� S Z OUNDATION L O T 148 Q 1Ci I Op J6.4' .Jt 1 47.1• ----- �_—In ---- --- W CqI CTO•U.E. 96.30 fi '":° KAYS LANDING DRIVE & Flo 34.15 Cl:—EL (50' RIGHT—OF—WAY) A=81.47'12" R=25.00' L=35.69' CHORD BEARING=N48'53'42"W CHORD=32.73 LEGAL DESCRIPTION. - Lot 1.34, Kays Landing, Phase 2, according to the Plot thereof, as recorded in Plot Book 69, Q0 at Page 4.3-44, of the Public Records, Sem1nole County, f7orldo. NO TES: I. UNLESS IT BEARS 714E SIGNATURE AND THE ORIGINAL RAISED J PLAT AND RECORDED DIMENSIONS ARE THE SAME SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS 07HERMSf NOTED. �— DRAINNO, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL t. LANDS SHO M HEREOV WERE NOT ABSTRACTED BY PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS IBI GROVP, INC rAOR EASEMENTS AND OR RIGHTS- � TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF- WAY OF RECORD. PARTY OR PAR77ES IS PROHIBITED WITHOUT W47IT1EN S. LOCATIr`l5 ARE.UMFlEA TO ilS18LE IMPROVEMENTS ONLY. U CONSENT OF THE SIGNING PARTY OR PARTIES.6. THIS SURVEY DOES NOT REFLECT OP DETERMINE OWNERSHIP. 2. AfS ARE TO THE ABOVE GROUND FOUNDAAON OF BUILDING 7THIS SURVEY EXCEEDS THE MINIMUM CLOSURE ACCURACY 0 C) FOR A SU&676AN SURVEY AS REQUIRED IN 61017-6.003 a Z REVISIONS: DATE: BY: ORIDA MWA(&V T£ INICAL STANDARDS. PLOT PLAN 2/6/07 JAM FOUNDATION 5/3/07 JAM R,01fALD W. HERR P.L.S. PROFESSIONAL SURVEYOR and MAPPER /4907 STATE OF FLORIDA DATE OF SURVElay DRAWN CHECKED FIELD 700 57 5/2/07 JAM BY RAH BOOK 1 'Re C.I. � -S I ske --7 Q CITY OF SANFORD PERMIT APPLICATION r� Permit # : I Date: Job Address: I. F� 49 Description of Work: Total Square Footage13 ] Historic District: No Zoning: Value of Work: $ L� ` 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 _� Non -Residential Plumbing/ New Commercial: # of Fixtures _ Plumbing/New Residential: # of Water Closets. Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Construction Type: 5 FAL # of Stories: off.. # of Dwelling Units: I Flood Zone: (FEMA form required ) Owners Name&Address: Tousa Homes dba Engle Homes, Orlando Inc 11 315 Corporate Blvd.. #250, Orlando 32817 Phone: (407) 249_3500 Contractor Name & Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone& Fax: 407-249-3500Z407- =—.c9jfi1? rL7 Valerie/Ke Phone:407-249-3500 Bonding Company: N/A Address: Mortgage Lender: NZA Address: 14- Architect/Engineer: Residential Depl h ► Address: 330Bartlett Blvd.. Or Application is hereby made to obtain a permit to do the work apt; issuance of a permit and that all work will be performed to meet'i permit must be secured for ELECTRICAL WORK, PLUMBING, AIR,CONDITIONERS, etc. a as indicated. `I certify that no work or installation has commenced prior to the 11 laws regulating construction in this jurisdiction. I understand that a separate ILLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and 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 requi ments F 'da Lien Law, FS 713. to 3Wo7 Signature of Owner/Agent Date S ature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: FD: Special Conditions: Rev 03/2006 Wiliam Colby Franks Print Contractor/Agent's Name f al6l Signature of Notary•State ) a WOW Furrer MY COMMISSION # DD205915 EXPIRES May 25, 2007 BONDED THRUTROY FAIN INSURANCE INC Contractor/Agent is _X_ Personally Known to Me or 4441 Produced ID ENG: BLDG:_40� q 1, Pem* NumIW Parcel IdentlficatFon Number.' •/ q- Doo0 -13 f O Prepared by: Valerie Furrer / Kekalani Vazquez Ioil it111it"II1111111111111111if14NIN1111111of111N Return to: Engle Homes Orlando 11315 Corporate Blvd ste 250 Orlando,Fl 32817 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06609 Pg 1508; { 1 Pg ) CLERK'S # 2007032737 RECORDED 03/05/2007 091158,.51 AM REWNDIM3 Fi l:'S 10.00 CERTIFIED RECORDED BY L McKinley 1gARy copy OF COMMENCEMENT Cl pTi' n l; �u SE10 OI�RT State of FLORIDA` FLORIDA 8y County of SEMINOLE DE 1�s C R The undersigned hereby gives notice that Improvement(s) will be made to certain real property, and In acco%ance with Chapter 713, Florida Statutes, the following Information Is provided in this Notice of Commencement. 1. Description of property (legal, description of the property, and street address if available) Kay's Landing Phase 2, Sec-34, Twsp-19, Rge-30, PB-69, Pages-43-44, Lot # 134 - 520 Kays Landing Drive in Seminole County 2. General description of Improvement(s) Single Family Residence 3. (limner Information :. Name Engle Homes/Or 7elphone Number 407-281-4480 Address 11315 Corporate Blvd. Fax Number 407-281-7766 4. Orlando, FI 32817 Interest In Property: Fee Simple Title Holder (if other than owner shown above) Fee Simple Name Telephone Number Address Fax Number cr % (/ Contractor Engle Homes/Olrando Inc. Name 11315 Corporate Blvd #250 Address Telephone Number 407-2814480 Orlando,Fl 32817 Fax Number 407-281-7766 6. Surety (If any) Name Telephone Number Address Fax Number Amount of bond $ N/A 7. Lender (If any) Name N/A Telephone Number Address Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/Olrando Inc. Telephone Number 407-2814480 Address 11315 Corporate Blvd #250 Fax Number 407-281-7766 Orlando,FI 32817 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided In §713.13(1)(b), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date Is one year from the date of recording unless a different date Is specified): �) Date Signed Sig ature of Owner Nott: per §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign In his or her stead." Swom to and subscribed before me this a day of aA d( ; 20 cO by WILLIAM COLBY FRANKS who is X personally known to me OR produced as Identification. Signature of Notary (notarial seal to appear below) • q.PY Valerie L Furrer Form RevleW:12100 for 18 to 2Q '�� ¢� :,: *: MYCOMMISSION# DD205915 EXPIRES May 25, 2007 %�°'•F''Q;� BONDEDTHRUTROY FAIN INSURANCE .INC POWER OF ATTORNEY Date : ,31,-2- k -? 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 134, Block Subdivision: Kay's Landing Phase 2 Address of Job: 520 Kays Landing Drive, Sanford 32771 Owner of Property and Address: Engle Homes Orlando 11301 Corporate Blvd. #303 Orlando, FL 32817 And to sign my name and do all things necessary to this appointment. William Colby Franks T pe or Pri t name of Certified Contractor Signature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this day of--' , 2 6,01 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 of, Identification Signature o tary Public, State of Florida Kimberly Kaminer Print or Type Name of Notary Public (Seal) O�PRY PV�� Kimberly Kammer :Commission # DD42569? `"� �o` Expires May 4, 2009 nF F4� Bonded Troy Fain •Insurance. Inc. 80P985.7019 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 ARC,' E ,, OF: 'A.1 , OxVIDJvWAQKk,C /A. ABA PR�RTY A►Pt " SER 5 1NQL i titrwrr a 11Q1 ► T 19ANFC�RLlrFL512"J"it 1468 4f)3=.: 7 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 34-19-30-520-0000-1340 Number of Buildings: 0 Owner: TOUSA HOMES INC Depreciated Bldg Value: $0 Mailing Address: 4000 HOLLYWOOD BLVD STE 50ON Depreciated EXFT Value: $0 City,State,ZipCode: HOLLYWOOD FL 33021 Land Value (Market): $62,000 Property Address: 520 KAYS LANDING DR SANFORD 32771 Land Value Ag: $0 Subdivision Name: KAYS LANDING PHASE 2 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 2006 VALUE SUMMARY Deed Date Book Page Amount VacAmp Oualifled 2006 Tax Bill Amount: $1,220 SPECIAL 12/2006 06625 1390 $876,800 Vacant No 2006 Taxable Value: $62,000 WARRANTY DEED DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Land Unit Land Frontage Depth PLATS: Pick... Method Units Price Value LOT 134 KAYS LANDING PHASE 2 PB 69 LOT 0 0 1.000 62,000.00 $62,000 PGS 43 - 44 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 JusbMarket value. http: //www. scpafl. org/weblre_web. seminole_county—title?parcel=34193052000001340&cp... 3/ 1 /2007 CCL CCL/IBI CONSULTANTS, INC. AUTHORIZATION #LBS610 ENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER A OMS14W Old TALE Mr &MW WNW CCL—PIUA/RAAM Mu EN GL E KA Y4S LANDING PHASE 2 NA1I01VAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 120294 BEARING BASED ON THE WEST LINE OF THE PANEL NUMBER 12117CO040E MAP RE 05/17/1 NORTHEAST 1/4 OF SECT/oN J4, T77WNSMP 19 TH RANGE 30 EAST, SEMINOLE COUNTY, FLORIDA, (LOAD ZONE ONE XG x BEIN S 0074*40' & AN ASSUMED MERIDIAN. ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLAT17NO SURVEYM L 1 C R N D z R- RADI STANCE C ANGLE \ O INDICATES C548'(('�IRC� ROD SET WITH NUMBE 1 NLESS OTHERWISE N�TED L B• U 10 it �B gAg/C ATIREE 0.. DRAINA Luu.Eg.E. �UUuuTY A1ANCE EASEMEN7 BUSIN PN b■■P T NA L AND DISC L.B. 5610 VUR '■a* 0 Crr;'j P :s EA! F.F. • FINI tI F`� RRRA P�N OQSECURVATURRE E W M WAKK H4YOR R TER . " ggLE CP .LIGHT P01 " `C. L CTRI SERVICE . � WA R VALVE P 1 ■ POIN OF TANGENCY ® - PROPOSED ELEVATION C2: LOCATION SKETCH (NOT TO SCALE) CCL IBI \ A-8'46'59" PLANS REVIEWED R=325.00' ITT O S L=49.82' CHORD BEARING=S12'23'35"E CHORD=49.77 I LOT 135 YS• 4. S 89'47'18"1 E NON RADIAL I 5.2 4.8 131. 0' 0 J1.00 - ----- O (� •P MODEL: "SANrA 84R84RA tf" ELEVATION 6` --- 3 .-- --- 16.00' (50,00' x 51.JJ ) ~r ?OJltsp.ft. .•� � � EL.J6.05' � i` 3 fit LOT 134 N N AQ `r LOT 148 ?.00' o cv r \—e w 47.0 c \_'—•'aT------fir-------- N I 4., to' U.E. h KAYS_L4NDING DRIVE (50' RIGHT -OF- WAY , A-81 *47'12" R=25.00' L=35.69' AREA_rABULARON CHORD BEARING=N48'53'42"W 8s77*SQ.F•r. CHORD=32.73 NOTE: LEGAL DESCRIPTION.BUILDING WILL BE STAKED AS SHOWN Lot 134' Kays Londing, Phase Z according to the PlOt thereof, as recorded in Plot Boole 69, of P09e 43-44, of the Public Records, Seminole County, Florida. NOTES- (SKETCH AND LEGAL ONLY, NOT A SURVEY) 1. UNLESS IT BEARS THE SICNAIURE AND TN£ ORIGINAL RAISED 1. LANDS SHOW HEREON WERE Nor ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS ORABY COL CAVSULTANTS INC FOR EASEIIIEN75 AND WINO SKETCH, PLAT OR MAP /S FAR INFORMATTANAL RICH TS-tL,-WAY U RECORD, PURPOSES ONLY AND IS Nor VALID. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING J. DATA SHOWtV .HEYIEON WAS COMPILED FROM OTHER PARTY OR PARTIES IS PRONIBII£D WITHOUT WRITTEN ! 4SMVMENTS AMP O:ES NOT CONSTITUTE A FIELD SURVEY COWS r OF THE SIGNING PARTY OR PARTIES. AS SUCH. DATE: Q0 n QD r-- c- CeG D. z JAM�'-� 1 L �. e RON W. HERR P.L.S. PROFESSIONAL SURVEY I. and MAPPER #4907 STATE OF FLORIDA DATE OF S111,E1 H,• DRAWN 7— CHECKED FIELD 2/6/07 6Y J BY RWH BOOK N/A City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 PLAN REVIEW RESPONSE Date: April 13, 2007 Contact Person: Valerie / Ke Contact Phone Number: 407-249-3500 Contact Fax Number:407-313-2142 Contact E-mail Address: Reference Number: 07-1428 Project Description: New Single Family Residence Job Address: 520 Kays Landing The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. STRUCTURAL S-1 The engineered truss package submitted do not match the plans. The plans indicate that there is a two car garage. The truss package is for a three car. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to (407) 328-3859. You may also contact me by E-mail at thornew0ci.sanford.fl.us. -1- FORM 600A-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: SANTA BARBARA 3001 Builder: ENGLE HOMES Address: iC O'�-� lxllf-t._. Permitting Office: City, State: Permit Number: Owner: Jurisdiction Number: Climate Zone: entr I l . New construction or existing New - 2. Single family or multi -family Single family - 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 5 - 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 3001 ft' - 7. Glass type and area: (Label regd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)581.0 ft' - b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear)581.0 ft' - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 190.0(p) ft - b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=5.0, 1165.2 ft' _ b. Frame, Wood, Adjacent R=11.0, 227.0 ft' - c. Frame, Wood, Exterior R=1 1.0, 1149.0 ft' _ d N/A _ e. N/A _ 10. Ceiling types - a. Under Attic R=30.0, 1566.0 ft' b. Under Attic R=30.0, 55.0 ft' - c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):lnterior Sup. R=6.0, 1.0 R b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft - 12. Cooling systems a. Central Unit Cap: 41.5 kBtu/hr - SEER: 14.00 _ b. Central Unit Cap: 29.0 kBtu/hr - SEER: 14.00 _ c. N/A 13. Heating systems a. Electric Heat Pump Cap: 41.5 k tu/hr _ �rr 1PJ 50 _ b. Electric Heat Pum v l r - c. N/A- C Off' - 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons - EF: 0.90 _ b. N/A c. Conservation credits _ (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits MZ-C, PT, MZ-H _ (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Total as -built points: 35531 PASS Glass/Floor Area: 0.19 Total base points: 36588 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY DATE: I hereby certify that this building, as designed, is in compliance with the Florid Energy Code. OWNER/AGENT: DATE: /I'7 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) FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM Points 13.Single, Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 3001.0 24.35 13153.0 1.Single, Clear N 1.0 26.0 28.0 30.19 1.00 843.0 2.Single, Clear W 1.0 16.0 39.0 57.68 1,00 2242.0 Clear W 1.0 16.0 39.0 57.68 1.00 2242.0 4.Single, Clear W 8.0 17.0 36.0 57.68 0.76 1570.0 5.Single, Clear W 1.0 11.5 8.0 57.68 1.00 459.0 6.Single, Clear S 1.0 4.0 7.0 48.22 0.87 293.0 7.Single, Clear S 1.0 20.0 39.0 48.22 1.00 1871.0 8.Single, Clear E 1.0 18.0 44.0 63.97 1.00 2805.0 9.Single, Clear E 1.0 18.0 88.0 63.97 1.00 5610.0 10.Single, Clear E 1.0 17.0 18.0 63.97 1.00 1147.0 11.Single, Clear N 1.0 23.0 23.0 30.19 1.00 692.0 12.Single, Clear E 1.0 14.0 7.0 63.97 1.00 445.0 13.Single, Clear W 5.0 8.0 36.0 57.68 0,67 1386.0 14.Single, Clear W 5.0 6.0 20.0 57.68 0.59 675.0 15.Single, Clear W 5.0 8.0 36.0 57.68 0.67 1386.0 16.Single, Clear S 1.0 10.0 5.0 48.22 0.99 238.0 17.Single, Clear S 1.0 8.0 16.0 48.22 0.98 755.0 18.Single, Clear E 1.0 5.0 16.0 63.97 0.95 972.0 19.Single, Clear E 5.0 8.0 14.0 63.97 0.66 592.0 20.Single, Clear E 5.0 8.0 36.0 63.97 0.66 1524.0 21.Single, Clear E 1.0 4.0 6.0 63.97 0.92 351.0 22.Single, Clear E 1.0 6.0 20.0 63.97 0.97 1239.0 As -Built Total: 581.0 29337.0 WALL TYPES Area X BSPM = Points Type ' R-Value Area X SPM = Points Adjacent 227.0 0.70 158.9 1. Concrete, Int Insul, Exterior 5.0 1165.2 1.00 1165.2 Exterior 2314.2 1.90 4397.0 2. Frame, Wood, Adjacent 11.0 227.0 0.70 158.9 3. Frame, Wood, Exterior 11.0 1149.0 1.90 2183.1 Base Total: 2541.2 4555.9 As -Built Total: 2541.2 3507.2 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 1.Adjacent Insulated 18.0 1.60 28.8 Exterior 0.0 0.00 0.0 Base Total: 18.0 28.8 1 As -Built Total: 18.0 28.8 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 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1566.0 2.13 3335.6 1. Under Attic 30.0 1566.0 2.13 X 1.00 3335.6 2. Under Attic 30.0 55.0 2.13 X 1.00 117.2 Base Total: 1566.0 3335.6 As -Built Total: 1621.0 3452.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 190.0(p) -31.8 -6042.0 1. Slab -On -Grade Edge Insulation 0.0 190.0(p -31.90 -6061.0 Raised 0.0 0.00 0.0 Base Total: -6042.0 As -Built Total: 190.0 -6061.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 3001.0 14.31 42944.3 3001.0 14.31 42944.3 Summer Base Points: 57975.6 Summer As -Built Points: 73209.0 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 41500btuh ,SEER/EFF(14.0) Ducts:Unc(S),Unc(R),Int(AH),R6.0(INS) 73209 0.59 (1.09 x 1.150 x 0.85) 0.244 0.902 10124.9 (sys 2: Central Unit 29000btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 73209 0.41 (1.09 x 1.150 x 0.85) 0.244 0.902 7075.2 57975.6 0.3250 18842.1 73209.0 1.00 1.069 0.244 0.902 17200.1 EnergyGauge"" DCA Form 600A-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 GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 3001.0 9.11 4921.0 1.Single, Clear N 1.0 26.0 28.0 15.07 1.00 421.0 2.Single, Clear W 1.0 16.0 39.0 13.25 1.00 516.0 Mingle, Clear W 1.0 16.0 39.0 13.25 1.00 516.0 4.Single, Clear W 8.0 17.0 36.0 13.25 1.04 495.0 5.Single, Clear W 1.0 11.5 8.0 13.25 1.00 105.0 6.Single, Clear S 1.0 4.0 7.0 9.90 1.05 72.0 7.Single, Clear S 1.0 20.0 39.0 9.90 1.00 385.0 8.Single, Clear E 1.0 18.0 44.0 12.37 1.00 545.0 9.Single, Clear E 1.0 18.0 88.0 12.37 1.00 1091.0 10.Single, Clear E 1.0 17.0 18.0 12.37 1.00 223.0 11.Single, Clear N 1.0 23.0 23.0 15.07 1.00 346.0 12.Single, Clear E 1.0 14.0 7.0 12.37 1.00 86.0 13.Single, Clear W 5.0 8.0 36.0 13.25 1.06 504.0 14.Single, Clear W 5.0 6.0 20.0 13.25 1.08 285.0 15.Single, Clear W 5.0 8.0 36.0 13.25 1.06 504.0 16.Single, Clear S 1.0 10.0 5.0 9.90 1.00 49.0 17.Single, Clear S 1.0 8.0 16.0 9.90 1.00 157.0 18.Single, Clear E 1.0 5.0 16.0 12.37 1,01 200.0 19.Single, Clear E 5.0 8.0 14.0 12.37 1.09 188.0 20.Single, Clear E 5.0 8.0 36.0 12.37 1.09 484.0 21.Single, Clear E 1.0 4.0 6.0 12.37 1.02 75.0 22.Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.0 As -Built Total: 581.0 7496.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 227.0 1.80 408.6 1. Concrete, Int Insul, Exterior 5.0 1165.2 2.90 3379.1 Exterior 2314.2 2.00 4628.4 2. Frame, Wood, Adjacent 11.0 227.0 1.80 408.6 3. Frame, Wood, Exterior 11.0 1149.0 2,00 2298.0 Base Total: 2541.2 5037.0 As -Built Total: 2541.2 6085.7 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 1.Adjacent Insulated 18.0 4.00 72.0 Exterior 0.0 0.00 0.0 Base Total: 18.0 72.0 As -Built Total: 18.0 72.0 EnergyGaugeO DCA Form 60OA-2004R EnergyGauge&RaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1566.0 0.64 1002.2 1. Under Attic 30.0 1566.0 0.64 X 1.00 1002.2 2. Under Attic 30.0 55.0 0.64 X 1.00 35.2 Base Total: 1566.0 1002.2 As -Built Total: 1621.0 1037.4 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 190.0(p) -1.9 -361.0 1. Slab -On -Grade Edge Insulation 0.0 190.0(p 2.50 475.0 Raised 0.0 0.00 0.0 Base Total: -361.0 As -Built Total: 190.0 475.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 3001.0 -0.28 -840.3 3001.0 -0.28 -840.3 Winter Base Points: 9831.0 Winter As -Built Points: 14325.8 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 41500 btuh ,EFF(8.5) Ducts:Unc(S),Unc(R),Int(AH),R6.0 14325.8 0.589 (1.078 x 1.160 x 0.87)D.402 0.902 3339.9 (sys 2: Electric Heat Pump 29000 btuh ,EFF(8.2) Ducts: Unc(S),Unc(R),Int(AH),R6.0 14325.8 0.411 (1.078 x 1.160 x 0.87)D.416 0.902 2419.3 9831.0 0.5540 5446.4 1 14325.8 1.00 1.093 0.407 0.902 5757.4 EnergyGaugeT" DCA Form 60OA-2004R EnergyGaugeg/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 5 2460.00 12300.0 50.0 0.90 5 1.00 2514.67 1.00 12573.3 As -Built Total: 12573.3 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water = Total Points Points Cooling Points + Heating + Hot Water = Total Points Points Points 18842 5446 12300 36588 1 17200 5757 12573 35531 PASS yo411a sr"�TA V4 ,1 a EnergyGaugeTm DCA Form 60OA-2004R EnergyGaugeV/FIaRES'2004 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 wa foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrationslopenings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the Perimeter, Penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at Penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC,3.2. Switch or clearly marked ci breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal 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 duds, 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. WAC Controls 1607.1 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 EnergyGougegRaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.5 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 5 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 3001 ft' _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default)581.0 ft' _ b. SHGC. (or Clear or Tint DEFAULT) 7b. (Clear)581.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 190.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=5.0, 1165.2 ft' _ b. Frame, Wood, Adjacent R=11.0, 227.0 ft' _ c. Frame, Wood, Exterior R=11.0, 1149.0 ft' _ d N/A _ e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 1566.0 ft' _ b. Under Attic R=30.0, 55.0 ft' _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R-6.0, 1.0 ft _ b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft _ 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) 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: 41.5 kBtu/hr _ SEER: 14.00 _ Cap: 29.0 kBtu/hr SEER: 14.00 Cap: 41.5 kBtu/hr HSPF:8.50 _ Cap: 29.0 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons _ EF: 0.90 MZ-C, PT, MZ-H *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 EnergyStarn"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. 1 Predominant glass type. For actual glass type and areas, see ummer & Winter Glass ou ut on ages 2&4. Energyaauge® (Version: FLRCbfB v4. ) PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd Project Information For. BV3E HJ VUS Imo: E RVSD 831-M BY H LANREVIEWED CZ- *GM TO 11MM l3aj: eff SWTA BWBARA SANFORD 3001 ITT OF Design Information V%attler. Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 OF Outside Clb 93 OF Inside db 70 OF Inside db 75 OF Design TD 32 OF Design TD 18 OF RReleb ee Wrddrty 50 % Moisture difference 43 grAb Heating Summary Sensible Cooling Equipment Load Sizing heat loss 55233 Bbuh Structure 49452 Bbuh V ar 0 Cfm Ventilation 0 BbAn Ventilation � Design temperahrre swing 3.0 OF loader 552333 Use mfg. data Y Infiltration T�N� load 49452 l3tuh Metlnod SnWed Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1610 Bhrh Ventilation 0 Btuh Heating Cooling Infiltration 5656 Btuh Area (" 3001 300'I Total latent eqW. bad 7266 Bhih Volume (n) 2B768 2e768 Air dkinqes4xxr 0.70 0.40 Equiv. A 70 Total bad WCapa* 56718 Btuh (dm Req. at 0.70 SHR 5.9 ton Heating Equipment Summary Cooling Equipment Summary Male Na Malmo Na Trade Na Trade Na Model Na C,Cnd Na Con Na Efficiency Na EencyFleating Sensible� 0 Btu O 0 Bbuh ure rise 0 Total rn dndBtuh air flow 00 Air flolwafaa 0.000 Asir flow factor cfrn 0.00l frNBbuh Static pressure 0.00 in H2O Static pressure 0.00 in H2O Space tinermostat Na Load sensible heat ratio 0 % Printout Certified by ACCA to meet all reWrernents of Manual J 7th Ed. !�Wr"i4g11tSC>ft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25A7 E:\Files\ENGLE2002\SentsBarbara3006\SantaBerbara3001\SanteBorbara3001.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: SAWA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infilbatbn AVF 0.70 ach x 28768 ft3 x 0.0167 = 336 cfm Isolated zones = 0 Cfm TOW = 336 cfm 2 Winter infiltration bad 1.1 x 336 cfm x 32 °F Mar TD = 11814 Bbih 3. Witter inliiltation HTM 11814 Bbih / 599 ft2 Total window = 19.7 DWI? and door area Procedure B - Summer Infiltration HTM Calculation 1. Sumner i liltaton AVF 0.40 ach x 28768 ft3 x 0.0167 = 192 cfm Isolated zones = 0 Cfm Toth = 192 cfm 2 Swnrner i t a ion bad 1.1 x 192 cfm x 18 °F SjTTnxTD = 3797 Bbih 3. Summer itlibaton HTM 3797 Bbih / 599 ft2 Total window = 6.3 BtuhV and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.d'Iff. x 192 cfm = 5656 Bbih 71 vroceaure u - tquipment Sizing t_oaas 1. Senile Sizing bad Sensible ventilation bad 1.1 x 75 cfm vent. x 18 °F SiTrnerID = 0 Bbih Sensible bad for shudure (Une 19) + 49452 Bbjh Sum of ventilation and structure beds = 49452 Wi and s¢ng bad snperatirewd* ERqu�ipment s- 49452 Bbih 2 Latent sizing bad Latent ventilation load 0.68 x 75 cfm vent. x 43 gr/b moist.diff. = 0 Bbh Irttemal bads = 230 Bbh x 7 people + 1610 Bbih Irddbati�on bad from Procedure C + 5656 Bkjh EWOnerlt slziM load - latent = 7286 Btuh *Coons UCtion Quality is: a No. of Fireplaces is: 0 Printout oe tliied by ACCA to meet all rmWwnents of Manual J M Ed. Wr oghtSC:)ft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 04 E:\Files\ENGLE2002\SanlaBorbara3006\SanteBarbara3001\SenlaBarbara3001.rsr Page 1 I ) iTd WORKSHEET nbre ouse DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831.2665 08.13.03rvsd n vkrq wt,r. m to 1 Namadmdn Erim House ZONE 1 ZONE 2 2 Lert9hde�asadwal 326.0 ft 159.0 ft 167.0 ft 3 Roomdimeriors 4 Cebw Cornet Option 8.8 It haeNood d 9.4 ft haetbod d o 8.1 It heatbod d o TYPE CF CST HTM Area Load (Blh) A ree road (Blh) Area Load (Blh) Aim E7Q'0611RE NQ Ha C19 OF) Hlg C19 (ft) ►ip I Clg (m Htg Clg H149 CI9 5 Gross a 148 4.6 21 129D - - 1250 - - 0 - - E7hoesd b 13C 32 12 2e- - 245 - - 0 - - vwa c 12C 2.9 1.9 1354 - - 0 - - 1354 - - parKons d 0.0 0.0 0 "" - 0 - "' 0- - e 0.0 &0 0 "" - 0 - "" 0 - - f 0.0 0.0 0 ""' "" 0 - - 0 - - 6 V\ndDA%ard a 1C 37.0 " 2B7 10608 "" 190 AW - 97 35855 - glass dads b eC 37.0 " 0 0"" 0 0"" 0 0 Haafr g c 9C 38.7 11384 "" 18; 7202 "" 1 4182 d 0.0 " 0 "" 0 "" 0 0 e 0.0 " 0 0"" 0 0"" 0 0 f 0.0 " 0 0"" 0 0"" 0 0 7 Vlidom d North 21.7 135 2914 "" 938 - 1976 glasaddxs NEM 0.0 0 0 0- 0 0- 0 Coring ENV 59.3 23466 m- 16630 11 6836 SEGVV 0.0 0 "" 0 0 "" 0 0- 0 South 30.4 51 "" 155D 51 "" 1550 0 - 0 Horz 0.0 0 "" 0 0 "" 0 0 - 0 8 Otterdoors a 11A 18.9 127 18 340 Z?9 18 229 0 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 9 Nat a 148 4.6 21 974 402B 1799 974 4M5 1799 0 0 0 e�osed b 13C 32 12 227 71 286 W 71 265 0 0 0 wall aril c 12C 2.9 1.9 1149 330! 2234 0 0 0 1149 3309 2234 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1A 1S% 1654 2170 0 0 0 1566 1654 2170 b 16G 1.1 1.4 56 76 0 0 58 76 c 0.0 0.0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 ISO 4121 0 1S9 4121 0 0 0 0 (Note room b 0.0 0.0 0 0 0 0 0 0 0 parlmelar c 0.0 0.0 0 0 0 0 0 0 0 0 is dsp1. d 0.0 0.0 0 0 0 0 0 0 0 0 forslab a 0.0 0.0 0 0 0 0 0 0 0 0 moors) 1 0.0 0.0 0 0 0 0 0 0 0 0 12 Iriilation a 19.7 6.3 599, 11814 3797 394 7771 2498 205 4043 1300 13 SublotallospG44..+11+12 48M - "" 31198 "" "" 16831 - Lem 8&"he*0 0 - «« .�.. .... 0 - ..« ..« LOSS trarsfer «•• - «» •••• •••• 0 - .... ... Heairg md*brton ..» - ..« «« ..« 0 - ..» .«. 14 Dudbss 1 m - WA 468D "" 15 2525 - 15 Total loss =13+14 "" 59M - '"" 35M "" "" 19356 - 16 lnt Wins: PaO*@ 30D 7 - 210D 5 - 11900 2 "" 600 Appl. @ 120D 2 - 2400 2 - 24CO 0 - 0 17 SrbbtRSHgakr-7+8..+12+16 "" - 43002 "" "" 27810 "" - 15191 Lewc&% lcmkv •••• «» 0 •••• •••• 0 •••• ••» 0 •••• «« tss5tarlsiar •••• - 0 •••• •••• 0 •••• •••• 0 •••• •••• Cooing IO&M titian .... - 0 «.. - 0 .... - 0 .... .... 18 Dudgan 1 - 6450 m - 41M 15 - 2Z79 19 Tc4d RSH gait-(17+18W 1.00 - 494% 1.OD - 319M 1.00 - 17470 2D Air required (drn) - 2400 240D "" 1400 1400 1000 1000 R nkxA oer" by ACCA to meet al mgL� d Ma xted J M Ed. wtr-'CJHtsoft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 '` E:\Files\ENGLE2002\SantaBarbara3006\SantsBarbara3001\SentsBarbera3001.rsr Page 1 PROJECT SUMMARY ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Project For. 94aE HJWES Design Information Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 93 OF Inside db 70 OF Inside db 75 °F Design TD 32 T Design TD 18 OF le RelRatilhumidity 50 % Moisture drfferenoe 43 grAb Heating Summary Sensible Cooling Equipment Load Sizing Bu�tleat loss 35877 Bkh Structure 31982 Btuh V air 0 cfm Ventibbon 495 Bluh Ventilation aw loss 0 Bhldn Design terrVerature swing 3.0 °F Design heat bad 35877 Bh1h Use mfg. data y Ratels� multiplier 1.00 Infiltration Total sens. equip. bad 32477 Btuh Menod Sirrplilied Latent Cooling Equipment Load Sizing Coishcbm quality Average Fireplaces Irftd gains 1150 Bun Ventilation 737 Bkjh Heatlnl Coolinng� Infiltration 3720 Blinn Area (M 1606 1606 Total latent egctp. bad 5607 131uh Volume (ft� 16083 16083 Ak chi 0.82 0.47 Total bad 38084 Btuh Equiv. A� 221 126 Req. �capacfly at 0.80 SHR 3.4 ton Heating Equipment Summary Cooling Equipment Summary Ni" LENNJC Malmo LENNCK Trade Trade Model cad Col FMV 85HSPF Efiae ipA Serisbenvyolirig 332001 tEER tuh OF @ 47F se �0 co Tri 415M Btuh Actual air flow 1400 cfm Actual air flow 1400 cfm Air flow factor 0.039 dhvBUh Air flow factor 0.044 chTuBluh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space tiennostat Load sensible heat ratio 85 % Sold/italk values have been manually overridden F'rirltaA certified by ACCA to meet all regl�errlerb of Mar A J 7th Ed. !� Wr11gh1tSoft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 /� t�►� E:\Files\ENGLE2002\SantaBerbara3006\SantaBarbare3001\SantaBarbars3t101.rsr Page 2 RIGHT-J CALCULATION PROCEDURES A, B, C, D ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.82 ach x 16083 ft x 0.0167 = 221 cfm 2 Winter infiltration bad 1.1 x 221 cfm x 32 °F VVInler TD = 7771 Btuh 3. Whter infiltration HTM 7771 Bbih / 394 ft2 Total window = 19.7 DWI? and door area Procedure B - Summer Infiltration HTM Calculation 1. Smvw infiltration AVF 0.47 ach x 16083 ft3 x 0.0167 = 126 cfm 2 Stnvw Mrabon bad 1.1 x126 cfm x 18 T Su7rrlerTD = 2498 Bbih 3 SLnTw in abon HTM 2498 Bbih / 394 ft2 Total window = 6.3 NOV and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moistdiff. x 126 cfm = 3720 Bbih vroceaure u - tqulpment Sizing Loaas 1. Sensible sizing bad Sensble venblation load 1.1 x 25 cfm vent x 18 T SJmwTD = 495 Btuh stnxttxene 1 + 3312962 Sum of � RatkV and reserisUe peer x 1.00 324T7 BtL1I'I 2 Latent song bad Latent venbilation bad 0.68 x 25 cfm vent. x 43 grAb moist.dift. = 737 Bbih Internal bads = 230 Bbih x 5 people + 1150 Bbih Infiltration bad from Prooedure C + 3720 Bbih Equ#nent skN bad - Well = 5607 Btuh No. of Replaces is: 0 Sold/italic values have been manually overridden Fria M certified by ACCA to meetmoirenierits of Ma xial J 7th Ed. wrightSoft Right -Suite Residential 5.5.17 RSR32731 2007-Feb•07 17:25:47 E:\Files\ENGLE2002\SantaBarbara3006\SanlaBarbara30U1\SanteSerbers3001.rsr Page 2 jh ZOGIN1 WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & 111) 3006 109 COMMERCE STREET. LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 08.13.03ntr8d IAJAL J. m to Namedroan ZONE 1 LMNG FOYERUNING LA)JN Trow Laghd"..dd 159.0 ft 28.0 ft 26.0 ft 17.0 ftRoandrrenaols 13.0 x 16.0 ft 18.0 x 14.0 ft 16.0 x 8.0 ft Ceings CmdtOption 9A ft haelbod d n 9.4 ft hea'1 9.4 ft i heekbod 9.4 Iliheelbod TYPE OF Csr H1M Area Load (Blh) Area Load (Bt/t) Area Load (Blh) Area Lead (Bk h) E)( OSURE NO Hf0 I C19 (ft� Hig Cig Hig I Clg OF) Htg Cig (IF) Htg I Cig 5 Gross a 14B 4.6 21 1250 "" "" 2Si "" "" 178 - - 7,1 Bposed b 13C 32 12 20"" "" 0 "" ""66- - vwdsard c 12C 2.9 1.9 0 "" "" 0 "" "" 0 - - perffa�s d 0.0 0.0 0 "" "" () "' ".' 0 e 0.0 0.0 0 "" "" 0 "" "" 0 "" "" f 0.0 0.01 0 - - 0 "" "" 0111 - 6 Wtbrsard a 1C 37.0 191 7022 - 61 2476 - 47 1737 "" 1 259 glass doss b BC 37.0 0 "" 0 0 0 c 0 Haeiig c 9C 38.7 186 7= "" 0 1384 "" c 0 d 0.0 0 0"" 0 0"" 0 0 ""c 0 e 0.0 0 0"" 0 0"" 0 0 "" c 0 f 0.0 0 0"" 0 0"" 0 0- c 0 7 Wxbwsaid North 20.4 46 "" 938 0 - 0 0 0 "" 143 glassdtxxs NEINW 0.0 0 0 0 0 0 0 0 Coailg E W 59.6 16MD 2122 5967 0 SFJSW 0.0 0 "" 0 0- 0 0 "" 0 "" 0 Safi 30.4 51 "" 1550 - 851 0 "" 0 "" 0 Haz 0.0 0- 0 0 "" 0 0 0 "" 0 8 OC>erdoors a 11A 18.9 127 18 311 229 0 0 0 0 0 0 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 21 974 40Z6 1799 195 904 404 95 438 198 6E 313 140 OWoaed b 13C 32 12 227 715 266 0 0 0 66 208 77 8E 25B 99 vwalsand c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 pertitiats d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 Calirgs a 16G 1.1 1.4 0 0 0 0 0 0 0 0 0 c 0 0 b 16G 1.1 1.4 0 0 0 0 0 0 0 0 c 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 c 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 c 0 0 f 0.0 0.0 0 0 0 0 0 0 01 0 c 0 0 11 Floors a 22A 25.9 0.0 159 4121 0 28 725 0 z 674 0 1 441 0 (Nola roan b 0.0 0.0 0 0 0 0 0 0 0 0 0 pall. do c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 for dab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 ft-) f 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 12 InWabon a 19.7 6.3 394 7771 2498 67 1321 425 83 1637 138 44 13 Subbtal bssf+6..+11+12 "" 31198 - - 54M - - Gm - - 1419 - Less efnlelheeling "" - "" - - 0 - - 0 - Lem Ira dal «» - - 0 - - 0 - - 0 - Heating redsirbubon 0 - - «» - 0 - - 0 - 14 Ductbss 191 488D - IBM 814 - 15 913 - 1-M 213 - 15 TcU low=13+14 "" 36M - - Gm- - 70D7 - - 1631 - 16 Irdgaiis people@ 300 5 - 1500 0 - 0 1 -300 c- 0 Appl. C 120D 2- 24M 0- 0 0- 0 1- 600 17 Stdi RSH gent=7+8. +12+16 "" - 27810 "" "" 38M - - 70% - - 1027 Less etdartel alofrg "" "" 0 "" •"' 0 "" "" 0 "" •"' 0 Lasts lra dar "" "" 0 "" "" 0 "" "" 0 "" "" 0 Coca ng red . ....on "" "" 0 "" "" 0 "" "" 0 "' "" 0 18 Ductgail 1F - 4172 1 SRA - 570 15 - 1050 1 - 154 19 Tdal RSH gaiv= 17+18pPL F 1.00 - 31982 1.00 - 4372 1.00 - 8126 1.00 - 1181 20 I Air requied (dm) "" 'AM 140D "" 244 191 - 273 356 "" 64 52 P1ir W muted by ACCA to neat ad fegemerb of Ma xid J M Ed. wrsghtscaft Rlght-Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 ' ' E:\Files\ENGLE2002\SantaBarbara3006\SantaBarbera3001\SantaBorbera3001.fsr Page 2 fb 01GNT WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 08.13.03rvsd J. m t:a Namedraarn KITCHEN NOCK FAMILY UBRARYSDRW JM0vgUAL Larghd®¢oaedwal24.0 ft 21.0 ft 220 ft 15.0 ft RoatImpow 14.0 x 16.0 ft 11.0 x 11.0 ft 220 x 22.0 ft 14.0 x 15.0 ftCeirgs Condit Opbn 9.4 111 9A ft hea)Isd 9.4 ft heslt>ud 9A IIIheabod TYPE Cl: I CST mm Area Lead (Blir) A- LOad (Btr11) Area LOad w) xm Lrnad w) DFOSURE ND I C19 OF) Hig Cig (ft) Hlg I Clg (if) Hg Clg Up) H19 I Clg 5 Gross a 14B 4.6 2.1 132 197 "" "" Z07 "" "" 14 E1p0sad b 13C 32 1.2 94 "" "" 0 0 "" "" wets and c 12C 2.9 1.9 0 "" "" 0 "" 0 "" "" parwons d 0.0 0.0 0 . e 0.0 0.0 0 0 0 . I 0.0 0.0 0 "" "" 0 "" "" 0 - - 6 Wdomard a 1C 37.0 " 0 39 1441 "" 0 0 "" 89D glass dons b 8C 37.0 " 0 0 0 0 "" 0 Healing c 9C 38.7 0 .. 44 1704 "" ics 4104 "" 0 d 0.0 0 a"" 0 "" 0 0 "" 0 e 0.0 0 a"" 0 "" 0 0 ""c 0 I 0.0 0 0"" 0 "" 0 0 "" 0 7 Wdonsad North 20.4 0 0 - 795 0 0 ^" 0 glass doors NEMW 0.0 0 "" 0 0 0 0 ""' 0 0 CooFg FJW 59.6 0 "" 0 44 "" 2394 105 "" 5788 0 SEGN 0.0 0 "" 0 0 "" 0 0 0 "" 0 Soulh 30.4 0 "" 0 0 "" 0 0 '"" 0 "" 699 Horz 0.0 0 "" 0 0 "" 0 0 "" 0 "" 0 8 Ohwdwm a 11A 18.9 127 18 340 22D 0 0 0 0 0 0 1 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 9 Nal a 14B 4.6 21 132 em Zit 114 527 236 101 464 208 11E 544 243 0P b 13C 3.2 12 76 Z19 89 0 0 0 0 0 0 0 0 well and c 12C 29 1.9 0 0 0 0 0 0 0 0 0 c 0 0 parl6dtss d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 4 0.0 0.0 0 0 0 00 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 0 0 0 0 0 0 0 0 0 0 0 b 16G 1.1 1.4 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 I 0.0 0.0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 24 em 0 21 0 22 570 0 1 389 0 (Nola: roam b 0.0 0.0 0 0 0 0 0 0 0 0 0 ped nalm c 0.0 0.0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 fordab a 0.0 0.0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 InIhatiorl a 19.7 6.3 18 355 11483 1637 5w 106 20D1 672 z 454 146 13 SrbIk11 bsa#i+8..+11+12 ••» 2165 •••• •••• Safi♦ •••• •••• 7-M •••• •••• ZZ36 •»• tens a derrlal haebg «« .«. «.. «« «« 0 »« «.. 0 .«. Less trarl5R9f .... .... .... .... .... 0 .... .«. 0 .... Heating redistribu00n 0•••• •••• •••• •••• 0 •••• »•• 0 .•. 14 Dudbss 1 MA 33"" ISDA m"" 150A 1084 "" 1 335 15 TablIces -13+14 2489 - b732 - 8314 16 kltgekm POO*@ 3M 0 - 0 0 - 0 4 - 120D c"" 0 AppL @ 12M 1 "" 1200 0 - 0 0 - 0 "" 600 17 Subtl RSH gab-7+8-+12+16 «« .... 1904 - «« 3%1 «« «« 7M «.. «« 16m Less a msl0006V "^ "" 0 "" "' 0 "" "" 0 "" "" 0 Les a edam "" '"" 0 "" "" 0 "" "" 0 "" "" 0 Coding redMtUbDn "" "" 0 "" "" 0 "" "" 0 "" "" 0 18 Duct gain 191A 296 593 15 - 1177 1 253 19 Tdal RSH g9iK(17+18YPLF 1.00 "" 2190 1.00 "" 4544 1.OD - gm 1.06 "" 1941 20 Air rocriried Oil) - 97 96 - 199 "" 384 "" 10D 85 PrilibA oBltW by ACCA b n1W al gaga merits of Mai A J 7th Ed. _ --V"XsoiFt Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 E:%Files\ENGLE20024SantsBarbara3D06\SenlaBerbar83OOl%SantsBarbara30Dl.rsr Page 3 fb ZONtff� WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2666 NVYW rAL.t m m NanedK m BATF13 TCeilngs -sdwal 6.0 R Vc' Roomdi6.0 x 14.0 1t Canal gcson 9A n ned+md TYPECF CST MM Area Laed"h) Area Area Area E)q'06URE NO. I CIg ( Htg Cig Cig Cig ►lg Cig 5 Gross a 14B 4.6 21 56 E�}teed b 13C 32 12 0 welsad c 12C 2.9 1.9 0 Pay- of 0.0 0.0 0 e 0.0 0.0 0 f 0.0 0.0 0 6 Vtrbru and a 1C 37.0 7 211 glass doss b 8C 37.0 0 0.... Heeig c 9C 38.7 0 .... .... .... d 0.0 0 e 0.0 0 f 0.0 0 7 V1idomard North 20.4 0 "" 0 glass doors NEMW 0.0 () 0 . Cooing ENV 59.6 7 381 . SESW 0.0 0 0 Soup 30A 0 0 Fba 0.0 0 0 8 Othardoas a 11A 18.9 127 0 0 b 11A 18.9 127 0 0 0 c 0.0 0.0 0 0 0 9 Net a 148 4.6 2.1 49 12eposed b 13C 32 12 0 0 0 wail and c 12C 2.9 1.9 0 0 0 partiiars of 0.0 0.0 00 0 e 0.0 0.0 0 0 f 0.0 0.0 0 0 10 Ceilings a 16G 1.1 1A 0 0 0 b 10G 1.1 1A 0 0 c 0.0 0.0 0 0 0 d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 0 11 Floors a 22A 25.9 0.0 6 156 0 (Not: roan b 0.0 0.0 0 0 perinelor c 0.0 0.0 0 0 is CFO. d 0.0 0.0 0 0 for slab a 0.0 0.0 0 0 floors) f 0.0 0.0 0 0 12 Infiltration a 19.7 6.3 7 13B 44 13 Subt)W bss=6+8_+11+12 7w - Less edernal haskV «.. .... «.. .... .... «« .... .... Lesstranaer .... .... ».. +... «« .... .... .... .... .... .... .... .». .... .... .... 14 Fieating reds4%ution tit loss 1 W 11 - OA 15 Total loss =13+14 "" 897 - 16 h t i No* C81 300 0 .... 0 .... .... .... Appl. @ 12DD 0 «•• 0 ••« «» «« 17 SubkA RSH ga&7+8..+12+16 w = LessefalelcooFg «» «« 0 «» Less taefar ..» ..» 0 - .... .... ..» ,... ..« Cooing reclimbution - •••• 0 - •••• •••• ••» •••• •••• 18 Dud gain 1 - 79 19 Total RSH geit=(17+18)?LF 1.00 - 20 I Airrecit ed (din) I- 27 •••• •••• •»• PrinW oeitiW by ACCA ID mW al IgU1b'1112Fd3 of Mar A J 71h Ed. wrryhts+oftt Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 '���` E:\Files\ENGLE2002\SantaBorbera3006\SantaBarbara3001\SantsBarbara3001.rsr Page 4 Duct System Summary 0 ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 Project ! • For: ENGLE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0,12 / 0.12 in H2O 0.381 in/100ft 1400 cfm 63 it Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.381 in/100ft 1400 cfm Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Mat! Actual Ln (ft) Ftg.Egv Ln (ft) Trunk LIVING h 6242 244 191 0.381 8 Ox 0 VIFx 63.0 0.0 2 FOYER/DINING C 8126 273 356 2.000 10 Ox 0 VIFx 12.0 0.0 LAuN h 1631 64 52 3.429 5 Ox 0 VIFx 7.0 0.0 KITCHEN h 2489 97 96 2.000 6 Ox 0 VIFx 12.0 0.0 NOOK h 6732 263 199 0.960 9 Ox 0 VIFx 25.0 0.0 FAMILY -A c 4511 162 197 0,800 8 Ox 0 VIFx 30.0 0.0 1 FAMILY C 4511 162 197 0.667 8 Ox 0 VIFx 36.0 0.0 1 LIBRARYBDRM5 h 2572 100 85 0.429 6 Ox 0 VIFx 56.0 0.0 2 BATH3 h 897 35 27 0.421 4 Ox 0 VIFx 57.0 0.0 2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type (Cfm) (Cfm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 324 395 0.667 503 12 0 x 0 VinlFlx 2 Peak AVF 379 303 0.381 695 10 0 x 0 VinlFlx wrrlghtsoft Rill -Suite ResKdentlel5.5,17 RSR26014 2006Feb-21 08:38:36 AC(>, E:1Fdes1ENGLE2002\,SantaBarbara3006tSentaBarbara30011SantaBorbara3001.rsr Page 1 DUCT TREE DIAGRAM ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 Project For: ENGLE HOMES HEXfkN®g CO® asa External Wicpanww: 0.30 in H2O 0.30 in H2O Pressure ems: 0.06 in H2O 0.06 in H2O Available fibfitpeww»: 0.24 in H2O 0.24 in H2O 6dplpb /Rabirn available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O Ackwtgki'Etion rate 0.381 in/100ft 0.381 in/100ft Actual air flow 1400 cfm 1400 cfm Total Elkcffw kg,#W(T8¢): 63 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM FAMILY -A —197. 1 394. — FAMILY —197. LIVING —191, 2 302. — LIBRARY/BD —84. BATH3 — 26. FOYER/DINI —355. — < NO TRUNK LAUN --51. < --NO TRUNK KITCHEN --95. < —NO TRUNK NOOK —198. < --NO TRUNK RETURN TRUNKS AND BRANCHES wrightsoft RigM-Suite Reslden6e15.5.17RSR26014 2006-Fet>2108:38:36 ACCK E:THesWNGLE20021Santee&rbere30O6\SentaBarbara3001\SantaBarbera3001.rsr Page 1 PROJECT SUMMARY ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY, FL 32746-6206 Phone: (407) 631-2665 Project • • For. BV3E FIvIVES Notes: RVSD 831-05 BY EH G-K NGED TO UN43K BIFIVM SHWA BARBARA 3001 Winter Design Conditions Summer Design Conditions OLitside db 38 OF OL*We db 93 OF Inside rib 70 OF Inside db 75 OF Design TD 32 OF Design TD 18 OF Daly age ReleM Rirkky M 50 % Moisture difference 43 grAb Heating Summary Sensible Cooling Equipment Load Sizing heat loss 19356 BUi Structure 17470 Bb lh Versawn air 0 cfm Ventilation 990 Bhuh Ventilation air loss 0 Btuh Design temper Mre swing 3.0 OF Design heat load 19356 Btuh Use Mfg. data y RaWswig multiplier 1.00 Infiltration Total sens. eq(rip. load 18460 Btuh Method Simpftd Latent Cooling Equipment Load Sizing n quality A\�erage0 Replaces Internal gains 460 Btuh Ventilation 1474 Btuh Heat ngg cool* Infiltration 1936 Btuh Area (ft� 139i5 130 Total hint equip. bad 3870 Bhih Volume (" 12685 12695 Air our Equivd AVF (dm) 0.54 0.31 115 66 Trial bad Req. Why 0.80 SHR 22330 Btuh 1.9 ton at Heating Equipment Summary Cooling Equipment Summary We IEW X Male LE*= Trade Trade Model Card Col 82 HSPF EencySensmng F � 23200 Bkb Heating output 0 Bhtn @ 47°F OF Latent cooling 5800 Bhdn Temperature rise 0 Total cooing 29000 Btuh Actual air flaw 1000 cfm Actual air flow 1000 cfm Air flow factor 0.052 dmlBtuh Air flow factor 0.057 cfrruBtuh Static 0.30 in H2O Static � in H20 0 83 mid Spaoeti ratio Bolditalic values have been manually overridden Printout certified by ACCA to meet all MWMrnents of Manual J 7th Ed. vvright50ft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 E:\Files\ENGLE2002\SantsBerbara3006\SantaBorbera3001\SantaBerbare3OOt.rsr Page 3 RIGHT-J CALCULATION PROCEDURES A, B, C, D ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 631-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.54 ach x 12685 f? x 0.0167 - 115 cfm 2 1Ni Yff infiltration load 1.1 x115 cfm x 32 °F V1ileu'TD = 4043 Btuh 3. Writer irlfitation HTM 4043 Btuh / 205 ft' Total window = 19.7 BtuhAtz and door area Procedure B - Summer Infiltration HTM Calculation 1. Sumner inflIt ation AVF 0.31 ach x 12685 ft3 x 0.0167 = 66 cfm 2 Surnrner infiltration bad 1.1 x66 cfm x 18 °F SZrmolD = 1300 Bluh 3. Sumw i Ilraton HTM 1300 Btuh / 205 ft2 Total window = 6.3 Btuh/fF and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 66 cfm 19W Btuh Procedure D - Equipment Sizing Loads 1. Sensble sizing bad Sensble verdaton bad 1.1 x 5U cfm vent. x 18 OF SlmmerTD = 990 Btuh Sensible bad for stucture (Line 19) + 17470 Btuh Sun of venation and structure bads = 18460 Bhuh sensble peer x 1.00 18460 Btuh 2 Latent smug bad Latent ventilation bad 0.68 x 50 cfm vent. x 43 grAb moist.diff. = 1474 Btuh Internal bads = 230 Btuh x 2 people + 460 Btuh InMration bad from Procedure C + 1936 Btuh EgLipment skN bad - Want = 3870 Btuh 'Construction Quality is: a No. of Replaces is: 0 Bold/italic values have been manually overridden Prinbut Certified by ACCA to meet all mWmrnects of Manual J 7th Ed. !� WrightSOft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 i9C& E:%Files\ENGLE2002%SantaBorbara3006\SantaBarbara3001\SantaBerbara3001.rsr Page 3 ZOONE 2 WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY, FL 32746-6206 Phone: (407) 831.2665 7tt ha Namedroan ZONE2 BDRM2 UP-FOY BDRM4Lerghde�os JNWfVIY+LJ I,d 167.0 fl 320 fl 7.0 fl Z7.0 1t Roomdriareas18D x 13.0 fl 7.0 x 18.0 1t 120 x 18.0 flCeirgs CatdtOpiion 8.1 fl hee6bod d n 8.1 it hea'1 8.1 fti heabbod 8.1 11FraeLbod TYPEOF CST HUM Area Load(Blit) lase LcedW) Area Laed(B1h) Area Lnad(Bth) E)POSURE NQ Fhg I C19 OF) Hig C19 tip I Clg 017) Htg Clg OF) 1ilg I Clg 5 Gloss a 14B 4.6 21 0 - - 0 "" "" 0 6p®d b 13C 32 12 0 - - 0 0 wa15am c 12C 2.9 1.9 1354 - - 259 "" "" 57 "" "" 21 pari6ora d 0.0 0.0 0 0 0 e 0.0 0.0 0 - . 0 .. .. 0 f 0.0 0,01 0 - - 0 "" "" 0 6 Wtdomancl a 1C 37D " 97 3585 - o 20 TV "" 0 dmdoors b 8C 37.0 " 0 0"" 0 0"" 0 0 "" 0 Hee4rg c 9C 387 108 4182 "" 35 1394 "" 0 0 "" 1394 " d 0.0 0 0"" 0 0"" 0 0"" 0 e 0.0 0 0"" 0 0"" 0 0 "" 0 f 0.0 0 0"" 0 0"" 0 0 "" 0 7 WTIlAsend North 213 11 "" 1915 1 "" 330 1 "" 1 "^ 330 glass doors NEMVV 0.0 0 "" 0 0 0 0 "" 0 . 0 Ccafrg ENV 58.7 m "" 6M6 10n 7 "" .� 1077 SEGW 0.0 0 "" 0 0 '"" 0 0 0 "" o soon 0.0 o o o 0 0 o �» o Hors 0.0 0 "" 0 0 "" 0 0 "" 0 "" 0 8 Onardoors a 11A 18.9 127 0 0 0 0 0 0 0 0 c 0 0 b 11A 18.9 1 127 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 21 0 0 0 0 0 0 0 0 0 exposed b 13C 32 12 0 0 0 0 0 0 0 c 0 0 Vemb d c 12C 2.9 1.9 1149 33D9 2234 223 434 37 107 72 1 527 356 perflats d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 6.6 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 15% 1611 2170 234 21141 324 121 131 171 2K 22B 299 b 16G 1.1 1.4 55 5B 76 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 a 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 1 0 0 f 0.0 0.0 0 01 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 c 0 0 (Nola room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 pelhelis c 0.0 0.0 0 0 0 0 0 0 0 0 c 0 0 is arse. d 0.0 0.0 0 0 0 0 0 0 0 0 c 0 0 for dab a 0.0 0.0 0 a 0 0 0 0 0 0 c 0 0 Boas) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 12 In nation a 19.7 6.3 X5 4043 1300 36 710 za 394 127 3E 710 22B 13 Stbbloi bss*»8-+11+12 "" 16831 "" ""' 29M "" "" 1373 "" "" 2859 Less etddrd h x*g 0••» ••« •»• ••« 0 ••» «» 0 ••» Lass tarww .... .... .... .... .... 0 .... .... 0 .... i.leetg redd6t11btAon .... .... .... .... .... 0 .... .... 0 .... 14 Dud loss ISA 1 "" 15 205 "" 19y, 429 15 Tclolloss -13+14 "" 18 "" "" 34Q 16 htgains: Pe OB@ 300 2 "" 60D 0 "" 0 0 "" 0 c"" 0 Appl. @ 12DD 0 "" 0 0 "" 0 0 "" 0 c"" 0 17 SU)U RSH gekF74a.+12+16 "" "" 15191 "" "" 2384 "" "" 1391 "" "" 2ZO Lessex►1tnalcooig "" "" 0 "" "" 0 "" "" 0 "" "" 0 Lesstareler '"" "" 0 0 0 "" "" 0 CoolingredstbtAiort 0 "" "" 0 "" "" 0 "" "" 0 18 Duct gain 1 - Zug 1 - 359 15 "" Z9 1 - 344 19 TbW RSH gakr-(17+18W 1.00 - 17470 1.00 - Z753 1.00 - 1599 1.00 - 2635 2D Airegired (dtt) - 1000 1000 "" 1 155 "" 82 92 - 170 151 RrrftA certified by ACCA b meet al mqwertats of Manual J 7th Ed. A& w t'1f�1'1t50'ft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:26:47 E:\Files\ENGLE2002\SaniaBarbara3006\SantsBarbara3001\SantaBorbara3001.rsr Page 5 ZONE 2 WORKSHEET DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (If & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. Fl. 32746-6206 Phone: (407) 831-2665 niv g4LPL ✓ Mtn 1 Namedroon MSTRBTH MSTR.BR B4Tw BDRM3 2 =a -edwel 47.0 ft 18.0 ft 6.0 ft 30.0 ft 3 Mcl Ranmdire>oius 120 x 24.0 ft 18D x 20.0 ft 6.0 x 18.0 ft 13.0 x 18.0 ft 4 Ceings C & Clan 8.1 111 heaibod 8.1 ft healbo. 8.1 It I healbod 8.1 ht1Wwd TYPECF C5T HTM Am Lad"h) Area Load(Blh) Area Load(Btil1) Area LoadW) Bq<)SURE NSO H� Clg (� HIg CI9 OF) Hlg I Cig (f* Hjg CI9 (n Hig I Cl9 5 floss a 14B 4.6 21 0 - - 0 - - 0 - - F�p®ed b 13C 32 120 - - 0 - - 0 - - wAls c 12C 29 1.9 381 - - 146 - "" - -24Z parKors d 0.0 0.0 0 - "" 0 "" "" 0 - - e 0.0 0.0 0 - "" 0 "" "" 0 - - f 0.0 0.0 0 - "" 0 "" "" 0 - - 6 Wdomand a 1C 37.0 37 135B "" 14 517 "" 6 222 - 21 73D - glass doors b 8C 37.0 0 0 0 0"" 0 0- 0- Healing c 9C 38.7 0 0 36 1391 "" 0 0 "" c 0 - d 0.0 0 0"" 0 0"" 0 0 "" 0 e 0.0 0 0"" 0 0"" 0 0 "" 0 f 0.0 0 0""' 0 0"" 0 0 ""c 0 7 V%xbmed North 22.3 21 - 411 22 - 5* 0 - 0 - 0 glass doors NEMW 0.0 0- 0 0 0 0 - 0 - 0 Cooing FJW 58.7 16 "" 870 1750 6 - 1088 SE/SVV 0.0 0 "" 0 0- 0 0 - 0 - 0 South 0.0 0 "" 0 0 "" 0 0 - 0 0 Hors 0.0 0 0 0 0 0 - 0 "" 0 8 Othadoors a 11A 18.9 127 0 0 0 00 0 0 0 c 0 0 b 11A 18.9 127 0 0 0 0 0 0 0 0 0 0 c 0.0 OA 0 0 0 0 0 0 0 0 1 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 1 0 0 e�oeed b 13C 32 12 0 0 0 0 0 0 0 0 c 0 0 walls and c 12C 2.9 1.9 344 991 869 96 7ro 187 43 124 84 2Z 642 434 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 c 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Callings a 16G 1.1 1.4 2118 3% 399 360 38D 499 108 114 190 23 247 324 b 16G 1.1 1.4 0 0 0 58 76 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 d 0.0 &0 0 0 10000 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 1 0 0 11 Flom a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 (Nola room b 0.0 0.0 0 0 0 0 0 0 0 0 0 perinelm c 0.0 0.0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 for stab a 0.0 OD 0 0 0 0 0 0 0 0 0 A-) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 Iriilratb a 19.7 6.3 37 731 236 50 985 317 6 118 38 X 384 127 13 Subblalloss-"..11+12 - 33V - - 3612 - - 578 - "" 207d - Low cilrnalhealing - a - - 0 - - 0 - ,«. 0 - Law tardo "" - "" - - 0 - «» 0 - Heating md.stilb Am "" - "" - - 0 - •••• 0 - 14 Ducibss 19 - 1 542 - 150A 87 - 1 Wi - 15 Total loss =13+14 - 39M "" I "" 4154 - - 665 "" I - 2328 - 16 it gaits: Peol*Q 3m 1 - 30D 1 - 30D 0 - 0 c"" 0 Appl @ 12DD 0- 0 0- 0 0 - 0 c"" 0 17 Sibbt RSH 9*F=7+8-+12+16 - - 2901 - - 3645 - ""5m- "" 19T3 Lasse4wrialcooig "" "" 0 "" "" 0 "" "" 0 "" "" 0 Lesssirads "" "" 0 "" "" 0 "" "" 0 "" "" 0 Cools g reclisbnbutior "" "" 0 "" "" 0 "" "" 0 "" "" 0 18 Duct gain 1 - 435 M - 547 15 - 90 1 "" 296 19 Total RSHgalrp(17+18rPLF 1.00 - 3336 1.00 - 4191 1.00 - OD "" 2� 20 AkmgLwW (drQ "" 191 "" 21 240 "" 34 39 "" 120 130 Pli to awWW by ACCA ici nv)d al fequiwers of Mar A J -M Ed. wrsght50ft Right -Suits Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 E:\Flles\ENGLE2002\SantaBarbare3006\SantsBarbara3001\SanlaBarbara3D01.rsr Page 6 Duct System Summary ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (ll & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 3274"206 Ph": (407) 831-2665 Project For: ENGLE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.774 in/100ft 1000 cfm 31 ft Supply Branch Detail Table Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.774 in/10011 1000 cfm Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Mail Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BDRM2 h 3442 178 158 0.889 7 Ox 0 VIFx 27.0 0.0 2 UP-FOY c 1599 82 92 1.091 5 Ox 0 VIFx 22.0 0.0 2 BDRM4 h 3288 170 151 0.923 7 Ox 0 VIFx 26.0 0.0 MSTR.BTH h 3901 202 191 0.774 8 Ox 0 VIFx 31.0 0.0 1 MSTR.BR c 4191 215 240 1.091 8 Ox 0 VIFx 22.0 0.0 1 BATH2 c 687 34 39 0.923 4 Ox 0 VIFx 26.0 0.0 2 BDRM3 c 2269 120 130 0.800 6 Ox 0 VIFx 30.0 0.0 2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FIR (fpm) (n) Size (in) Material Trunk 1 Peak AVF 830 849 0.774 546 16 16 x 14 VinlFlx 2 Peak AVF 414 418 0.800 533 12 0 x 0 VinlFlx 1 wrightsCft Rlpht State Reafdentle15.5.17 RSR26014 2006Feb-21 08:38:36 AC 1, E.Wles1ENGLE20021SantaBarbera30061SantsBarbam3ooltSantaBaibara3001.rsr Page 2 DUCT TREE DIAGRAM 0 ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & III) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Project . • • • For: ENGLE HOMES HEPf€UIDg CC®imfig External "icPso um: 0.30 in H2O 0.30 in H2O Pressure lowmes: 0.06 in H2O 0.06 in H2O Available i ftemmm: 0.24 in H2O 0.24 in H2O 6dpWRallem available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O i 01VEtion rate 0.774 in/100ft 0.774 in/100ft Actual air flow 1000 cfm 1000 cfm Total Effecbw lee (T¢): 31 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM MSTR.BTH —190. 1 849 MSTR.BR --239. BDRM2 --157. 2 418. UP-FOY —91. BATH2 —39. BDRM3 ---129. BDRM4 —150. — < ---NO TRUNK RETURN TRUNKS AND BRANCHES wrightsoft RWd-Bute Residen8al5.5.17 RSR26014 2006-Feb21 08:38:36 ACCK E:1Fles1ENGLE20021SaftBwbara30WSantaBarbara3001\SanteBarbara3001.rsr Page 2 RIGHT-J WINDOW DATA 0 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831.2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R LIVING a n S a C n 0 d 1 1 90 1.0 1.0 20.0 6.0 30.4 28.0 0.0 a n e a C n 0 d 1 1 90 1.0 1.0 10.0 6.0 54.4 39.0 0.0 FOYER/DINING a n e a C n 0 d 1 1 90 1.0 1.0 10.0 6.0 54.4 39.0 0.0 a n e a c n 0 n 1 1 90 1.0 1.0 10.0 1.5 87.4 8.0 0.0 C n e a c n 0 n 1 1 90 1.0 8.0 10.0 7.0 87A 36.0 0.0 LAUN a n n a C n 0 d 1 1 90 1.0 1.0 1.0 3.0 20.4 7.0 0.0 -NIid;I:12i NOOK a n n a c n 0 d 1 1 90 1.0 1.0 14.0 6.0 20.4 39.0 0.0 C n W a c n 0 d 1 1 90 1.0 1.0 10.0 8.0 54.4 44.0 0.0 FAMILY C n W a c n 0 d 1 1 90 1.0 1.0 10.0 8.0 54.4 88.0 0.0 c n W a c n 0 d 1 1 90 1.0 1.0 10.0 7.0 54.4 18.0 0.0 LIBRARY/BDRM5 a n S a c n 0 d 1 1 90 1.0 1.0 18.0 5.0 30.4 23.0 0.0 BATH3 a n w a c n 0 d 1 1 90 1.0 1.0 10.0 4.0 54.4 7.0 0.0 BDRM2 C n e C C n 0 d 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 UP-FOY a n e C c n 0 n 1 1 90 1.0 5.0 1.0 5.0 87.4 20.0 12.6 iti vvrightSOft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 ACCA E:\Files\ENGLE2002\SanlaBorbara3006\SanlaBarbara3001\SentaBorbara3001.rsr Page 1 BDRM4 c n e c c n 0 d 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 MSTR.BTH a n n c c n 0 d 1 1 90 1.0 1.0 7.0 3.0 20.4 5.0 0.0 a n n c c n 0 d 1 1 90 1.0 1.0 4.0 4.0 20.4 16.0 0.0 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 4.0 54.4 16.0 0.0 MSTR.BR a n w c c n 0 n 1 1 90 1.0 5.0 1.0 7.0 87.4 14.0 6.3 c n w c c n 0 d 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 BATH2 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 3.0 54.4 6.0 0.0 BDRM3 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 20.0 0.0 ';_ vvng "ItSOft Right -Suite Residential 5.5.17 RSR32731 2007-Feb-07 17:25:47 AM E:\Files\ENGLE2002\SantaBarbare3006\SantaBarbara3001\SantaBarbara3001.rsr Page 2 3" bath duct to roof c p w/fan Nuton 'DRNB r r !• $..1. -1/81.1.0• 300 12.12 1.Cd `A ' - FIRST FLOOR ELECTRICAL PLAN 3" bath duct 4e bath duct t to roof cap to roof cap w/fan w/fan-light N Nut ne 696RN Nutone 7 3RLNB s 9 t flo 8.. 1w •U V 12.6 R 165 n � V � 12.6 l.cd O 13O S 14.8 l.cd _ m � WED U '7 • _ 10 z 11 T 2681 > UJI to 0. O , ® i -: Q N ti luo 12.12 raG R '.. e : 12.6 i.ca. 150 lip OD MMMOULA 25 ton ./1Oks 8240v 1ph platF— by bWr SECOND FLOOR ELECTRICAL PLAN worvrrxr- Must have 0 nlnhun cle0rQMCe Of l InLheS around the air handier per the State Energy Code. All duct has On rc6 klsulotlo" value. 0 0 NQ L.L. V) Q OL Q m N ow o: 0 C)z o z a o �- w V) j Rating o N } m LU >' z O J O O a w CD EL _i N M in Oak°idgd' 1P O 3(FAR 1liho e rtier�p Sophisticated !Design & v Dimensional Performance The nmicd color fat iid; iird subtle °o& rc shiuloii s It attired ill O;tl;l;d",e PRO -i0 AR shingle; add dorl 11 ilnd dimension to to+.n- liuntr. 'Iho tiIphalr �Ill ti iMI'-'h Fiher ltts mat cure are° hutldv(l null colored in colorful. diEr�ihie siuf,u�:r,ululr;. o (l,lf:ritl;tPla) :;tl .AC �Ilinles cnn�' a s parate 11�;.0l;t;i�t�nxr I.in�i[�il 1\,irrattrc. •;U cc�1r lirnitctl • Durable tceathcrin grade iisphLilt composition. ® 0 %TH Wind ltesistarc'e 1 intited Warruity:�` helps Cn;tlre peI-t(7rillllnt'e • Class A UL Fire Nillim� a the industn`s hi -hest ratltl''. e Enhanced warrawy pi-Orecti011 and L� ey elide l period of min prorated ,` o 5-.. 'ltu PRO tet[ion tclveeaeot 10,Gears • a With l)pi iOII ll Sl SIPIll ,�i 1C allla`e r . aooviwc��. o Limited Wi1rrantv. ®waefarre® 7'li(I'.41.cllill,clui�al °S(,I,iE,s All Ow rs Corning Arc hitectmil Seties products are designed Luld en; iner2tcd to help wu create a distinctive, "once of a kirtl" sll!e for vour home's exterior. Product Specifications Nomincl size 13''4" x 3Bi" Exposure 5 fl," 5hinglcs per square 66 Bundles per square, 3 Cevercq,i per =_qucrc 99.9 so ft Tested for Excellence All Owens Corning ;ninalas arc heavily tested to meet or ex,:eed cpplicaLle stcnderjs treasuring fire coverage cnci wind rc,is'cnce Applicable Standards & Codes ASTM D 3462 ASTM D 2255 ASTNt E 1 C6, Class A UL 790, Class A ASTM D 3161 UL 997 ASTM D 3018, Type 1 Flcrido Building Cade Plant Service Areas: lassup (South), MD lacksanville, FL Atlanta, GA 'See ..crud tvcrrcnr. or cnd requirements. 0 I 03/28/02 111E 15:51 FAA 4UY30UIODZ 11%11.VH rL-!lLAAJ17.V . . --I- ''�` t22ME PANVEST GROUP LEI CHU ENTERPRISE CO., LTD. N. TAIMUNG BRANCH * t i. -1 X— 10 4 9 it No. 9, Rd.10, htduxt ial Pa*, Taichung City, TaJwan Tat:886-4-359.3508 Fax:886A-3W3447 E-MaW lalchu@msLhinet.not. Febrwry• 3, 1999 SUWECT: V to 3"x .120" Smooth or Ring Shank Electro-Galvanized Nail Wire Diameter:.120 +/- .001" Length:.975" min., 3.016" max. Head Diameter..275" min., 375" max. Thread Diameter: (ring shank) .132" min., .135" max. Rinench: (ring shank) 25 min. to 29 max. Galvanization: Electro Galy. w/ 6-8 microns chromate The above mentioned nails made for Interchange Brand meet ASTM641-92 and are Clara 1 galvanized. ran er eax Ub:dd FR OWENS COMING 2-A 419 24B 7354 TO 913213481001 P.06i34 File'R2451 +Pa9e!T1-1'of 1 Issued: 6/15/200i TEST RECORD No. 1 WIND RESISTANCE TEST: METHOD The tests were conducted at 1 in. in six incline in accordance with the equipment and procedures as described in Protocol PA 107. Throughout the test, observations were made to note the condition of the shingles. The test panels were constructed of nominal 1/4 in. thick plywood decking material and measured 5o in. wide by 66 in. long. Nominal 2 by 4 in. dimensional lumber provided the support and rigidity required for handling. The plywood was secured to the support lumber with ed nails. One layer of Underwriters Laboratories Classified Type 30 asphalt saturated felt (ASTM D226, Type II) underlayment was applied to the deck, utilizing a 2 in. overlap and cap nails spaced 12 in. oc. The shingles were applied by using four standard 1-1/2 in. galvanized roofing nails per shingle by Underwriters Laboratories, personnel parallel to the short dimension of the test panels while at -room temperature (80 and in a manner recommended by the manufacturer. The panels were maintained at an incline of one vertical -inch for each six horizontal inches during application of the shingles. No adhesive other than the factory -applied adhesive was used to fasten down the tabs and no pressure was applied to the shingle tabs either during or after application. The panels were placed into a conditioning cell while maintaining the one in six incline at a temperature within the range of 135°F to 140°F for a continuous period of 16 h. After conditioning the panels were allowed to cool to room temperature again while maintaining a one'in six incline. Two tests were conducted, unless the first test yielded unsuccessful results. RESULTS At no time during the 2 h period of exposure did any test panel experience 1) the adhesive of the self-sealing shingle fail to restrain any full shingle from lifting nor 2) any free portion of a shingle lift so ;as to stand upright or bend back on itself. Report by: Martin K Rowan Sr. Project Engineer MR/DM:1ib DINS Reviewed by: Douglas C Miller Engineering Group Leader k.� 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 m be applied over the deck prior to the installation of TAMKO asphalt shingles. Underwriters Laboratories Built -Up Type 15 Label ASTM D 226, Type I Roll Dimensions Coverage per roll Laying Lines *All values staled as nominal 144' X 36' 4 Squares 20, 8-1/2`, 11-1/40, iT CAUTION: The National Institute for Occupational Safety and Health (NIOSH) has concluded that fumes of heated asphalt are a potential occupational carcinogen. Do not heat or bum this product. TAMKU Visit our Web Site at www.tamko.aom oartAot Central District 220 west 4th Sl., Joplin, MO 64801 800-641-4691 800RIN 6 PRODUCTS Northeast District 45M Tamko Dr., Frederick, MD 21701 800-368-2055 southeast District 2300 35th sl., Tuscaloosa, At. 36401 800-228-2656 TAMMOis a Tapia- it radmok d TAM D MOW ►r- Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 . Western District 5300 East 43rd Ave., Denver, CO 8= 6 800-530-8868 WATER-RESISTANT UNDERLAYMENTS 17 Water resistant.uudedaymeat is a product that Consists of organic felt imPreguaW with asphalt saturant: Some watalresistant undedaymeols, such as Certain Is, Roofets' Select, also c out dna fiber glass rein - Teed increases tear strength and reduces wtinlding: W=resistant'undedayment was orfgittally iaveated'to keep the roof deckdng dry until shingles could.be applied Appkyitig this ender- layment was ori&* called "dtymg in: the roof" It: was also, useful as a separation sheet between the roof sheathing boards (befot�e' pSg. and plywood'. eets,vere.used as roof decking) and'the asphalt shin- glen: This was ' bet�se resin:. io pockets in the.pine planks. caused the asphalt to_degrade prematurely unless the imderlayment ieparate.the resin and aspbalt•from each:othei. ;Water resistant•undmisymentts made to shedmost of the.water that falls Wit . Css At torsi or. guncdued.. As ability to be water n iesisbnc is t4mporarp :As the son degrades the ezptrsed isphah the Y materials begin to dry absorb" more moisture, lose its: strength and' r „rye begin to test: The less asphalt used to saturate the under- E f`� 3laiyment sheer dorm L�:r+ g > . the shorter its life. Since atiphalt. °�z • _ isthCmost=nenCofslimgie nndcdaymeot, lower:. . `f P'`a jtD�d .s wtll have less asphah and a shorter life when closed �' lathe sun. Lower Pre shingle gl underlaymeat, for the saute reason, is ;, : `also sub)ecx to severe *r g when k'gtb wet or even just 1 damp. �rltymeut is usedunder asphalt shingles for. a variety of reasoost sucti as providing f . x P for watensbe�mtg protection of. the deck if shingles fail s from wmd levee rain• The lower the slope; the more important un isF s ce waterilowsmore easily under shingles on lovv Slopes. , ♦ A protetafve bamet to the elements between the time.the old shingles have been'torn off•aud prior to the new shingle being applied .]iowevM,t. a underhyment should not be relied on as a temporary roof . espedallywhen the drip edge Hashing is not yet in pace It is unhkefy to prevent leaking in the event of bevy wind and rain • An agent to hide minor impeifechons oEthe decking material and reduce "picture framing" of deck paneis. +: Ire ratings (Gass A or C) tvhen.used in conjunction with shingles. r 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 undedayment. however, always be sure to consider the local codes. OVERNIGHT EXPOSURE If unded2yment has been uposed overnight, moisture from dew should be allowed to completely dry before shingling over. If this ; does not bappen, .the moisture will become trapped beneath the shingles. Wrinkling ran telegraph through•dhe shingle and make a good shingle job look terrible; The worse.part. is drat the job can . look good when you leave in- the evening but the wrinkles can reappear the Bert morning when the homeowner will notice them. While we've discussed underlayment being 6 posed overnig ht, it is highly recommended that the roofing contractor only tear off what' he ran shingle over that same day. This prevents the most common. undedaymeat installation problems. FASTENER:TYPE:. Cettaftffeed recommends using nails rather than staples, Nails provide more resistance against underlayment tear.OnL It is very important,. whether hand nailing or using a pneumatic gun, that the fastenets be driven Hush. INSTALLATION METHOD: When applying underlayment the key is to keep the product as• wrinkle free as possible. 1.'Unroll the underlayment parallel with the eaves. The eaves edge of the underlaymeut should go OVER the drip edge,eaves flashing, but go UNDER the drip edge flashing.along.the rake. . Figure S-l: Ap 6ft Water`Rakdant t7iuler&gww t Along ?beEauesAnd Ralm 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 pitcbes above 7.12 consider adding a third row of fasteners, making each row 9" apart instead of 12" apart Dennis Torback from Fulton, AS tells us: "I always use Flasti Top nails on felt, .dt resists tearing underfoot and has held up during an unexpected storm with high winds. " 2. Around the perimeter of the underlayment, place the nails approximately 6 inches apart and about 1 inch in from the edge. In the main area of the underlayment, two rows of nails are used. The first is placed 12" up from the bottom edge and the second is 24" from that same edge (or in fact 12" from the upper edge). This nicely separates the 36" wide underlayment sheet into thirds. Nail along these two rows 12-15" apart. Nail placement should be alternated so that one row places the nail opposite the open area of the first, creating a sort of zigzag pattern. This will result in a simple pattern with all nails being approximately 12-15" apart. (See tips above.) WARNING When installing underlayment where hot vent stacks protrude (from wood burning stoves etc.), it is important to allow a minimum 2' clearance Check fire codes. HIGH WIND / OVERNIGKr 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. 6 DEALING WITH WRINKLES AND BUCKLES i �. Organic felts expand when wet They can wrinkle after being lied v:* g �p to a wet deck or if moisture is absorbed from dew, rain, or snow. �,.•r'�' If shingles are applied over an uneven underlayment surface, some of the wrinkles may "telegraph" (show) through on the finished roof Of course, wrinkles and buckles can also result from incorrect installation. If these problems appear, several approaches are available to eliminate them. Furst, the underayment can be replaced. Second, Figurt 3 2 Standard Nailing Pattern For thter- Resistant Underlayment the wrinkles can be cut and repaired with patches and asphalt plastic 3. Succeeding courses should be unrolled in a similar manner over- cemeuL Third, wet and wrinkled underlayment am be allowed to dry out naturally from exposure to the sun. As the underlayment dries, lapping theprevious course by.r.,.Be-carefato-r-o44t-out-straight----the-wrinkl— A ULWF as the underlayment will tend to slide down the pitch of the roof The best solution for wrinked underlayment is prevention. and end up crooked The spacing of nails in this overlap area Applying high quality, well -saturated felt, such as Roofers' Select, should be approximately 6" apart, centered in the 2' area. (See tips below.) will eliminate many wrinkling type problems. Ask your supplier for 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 available. 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 undedayment 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. underlayment are the cause of the low quality underlayment generally found in supplier warehouses. Roll out only 10' of underlayment at one time, stretch it, check alignment and nail into place before moving on. Here Are Some contractors re er to do the deck in stages applying Z 3 courses o under t then immediate applying Some Tips... p f g pph'r g f n �' pPh� g p 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,Jlat. Michaed Saunders from Bath, NY suggests, "Wben doing a tear -off the drip edge can be reused to bold the edges of your newly installed felt overnight., 05/ 03/ j002 09: 45 05/ 12/2002 14:49 3213481001 14078948412 COLLIS ROOFING INC PAGE 02 KAYCAN ORLANDO PAGE 04 MOAN TABLE 16=2,9.2 MINIMUM W8)c9l{T MATERIAL, THICINEIM fin.) GAGE (It+) I Undau n 0.02A rainless Steel 28 alvisized steel 0.0179 26 (zinc coated GM EdAiloy 0.027 hinted 7eme 7 iM 30 1507.3.93 Drip edge. Drip edge shall be provided at eav-� and gables 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 mm), Drip Wire shall be mechanically fastened a maximum of 12 inches (305 riml on ret;ter. ---•.-----•--.v..a5 —Wv' VLIl11t0 1 k Page 1 of 6 � yy k 1'TY Hot Topics Submit Surcharge Stats & Facts Publications ' FBC Staff B Product Approval USER: Public User Product Approval I1 nu > Product or Appli ation Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) FL4668-R1 Revision 2004 Approved Masonite International One North Dale Mabry Suite 950 Tampa, FL 33609 (615) 441-4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Sta— nndard ASTM E1300 http://fl oil dabuilding.org/pr/pr_app_dt1. aspY?param=WGEVXQwtDgtgcG5vedS%2bbvQu... 3/28/2006 ASTM E1300 TAS 202 , Equivalence of Product Standards Certified By Sections from the Code Section 2612 HVHZ PI Product Approval Method Method 1 Option A Date Submitted 09/14/2005 Date Validated 10/16/2005 Date Pending FBC Approval 10/01/2005 Date Approved 10/19/2005 Entercrv- EntTy Systems FIBERGLASS DOORS 3'L• M N 0 No No o o N ? oIo `IN N 0 0 0 N.. 0 0 0 0 0 0 oN •e rr+i c o No c c o 0 0 0 0 0 0 S 8 OI?p p O �• !'7 C l• T — O fo? G G G O O 0 0 O O O c a. s a::3i i R-L 1 3: i3:: > i — Yi Ci Y1 o V1 O Y'f Cf of O v! O N 19 Va P V'+ o N P 1R 4 va C.7 Y'f � of m v P. m ® o m o P O Ip RI 5 � 5 47 ® 5 b 5 m L Rt m o 5 m 5 m 5 5 5 5 S 5 J 5 --- I 1=1 —_ - Ec - �= PIP o 0 0l010 <a o oIo o g o 0 0 o s o 0 0 o c o c o 0 0 0 0 0 o .3 r i +.i V7 r.i rrr e Y s d Y o O < Ci o rri Yf ui YY . N vi N vi N vi N -" -- , � 1/'l Y'i Ir! Vi Yf P O O O O 0 G UN'1 rNrlr Yr9 Iw •—.C. s' V L7 G7 f7 L^J t^J L7 V V V :a V +7 � —V cg � V v V V G7 .V.. f7 V t7 � f9 19 p (y7 •<. `C� P O 4 O Gi rp P Cr V rP N I W K• O 0� P P 0 OD 0 a0 4 m m 6ti O m e m e Ol e 01 {T M O! Os a O� CA Q. CL b b r7 tD b b IP r0 rO ra u 1{a b r0 b 1D IP b b b r0 m r0 y V! rs X rr X-- r+ na X— ra r+lra n nl.r•a ra ra ra n ra ra ti n ra n n ra n ra .M n 11 n Ir•s C m C yw C GT O p o rie m m 1i1 rLa P On m T _ � 0 m 0? rD m m m tD W m 1R OPi oPi � O 9— pr R% K R % K K K K %% m Or •� I•i N A O r �%p I'! ti N � —, h N. N � � ti� � 4 S d I w ^ —1 I71— w, X X O X K x xis X K X x K X y� o X S • X O � N D N N O D N N O O M nIN P'07p N 0 O ry p O p p O Cuq •• Y IO CDP/IiAlLlll� P1e�61tl6IM�p In Def euaa DmrbK ldOcMai into OC IwrYwiram m =n? M IM Wmmu uc m m emna Entergy- Entry Systems FIBERGLASS )DOORS-3 � J p b Q O O O O d f'� p o 0 0 o 1'Y C v .rppY o � N ra N tv J9 c -'e pp 0 pN 0 1"pf 0 pp 0 .+'I o c'� 0 8 po� p p• o 0 pNo 0 o chi o 0 pp' 0 0 0 0 _ c o 0 0 o C o o c o No e a N N y yy� �e IT eL 3 O +ca q o co q o' Y. e g q q a o, g e e o q e e es o p o ea o sa o 0 0 0 V. W Y1 Yi Vf 1I9 o ;. - a q Q Ham'. �'-• @ Jam. O N c{ C9 O N a! O G Y'f e Yf Cf Vl e Yf 0 M 0 .1.1 9a A g 0 1fi 0 vl p F7 O I p p p UY O O p 0 p O ./�. w Y�i N M 11Y v1 Vi vi h _C r M O O C7 V O 92 O O O O o O _ O O .- C O O O O _ O L7 C 2 O O O C O Co C7 C :FE._. 0 m 0 V 0 iO 0 Q 4 t0 O Ob p e0, O d W 0 4 O. .p O. m O� Io D• 10 9. Vf 9f Cf O e p O p O g e p m 0® 01 P 9a w {{pp o •p. .Ef �'. � O. O � O� O. O t7 e4 a+f ['s !a ..- A r r'! si Cs 9 r smi tea rw'a spa .p9 9 •rya � dK • N ..J Ed N N 1/a r N 1IS N r H r ~ i Na+ rl O N 'gC O C x % at at a ae. dui m o� o 0 o e m Va m w em. E 9 A O, O 0 y K% ca ac c ai x x x d X x x x O x x xx x o O O N N N N N 0 m c o Y ue'� C4}� . VLmn= W. �. M COPlsaROfaalO sh-M rnv.oA Is uis Mu t Pj..law adw*.W khma "- vmftbw bA an Ltismlla to Ir..+.noa9.:amm► r m. 1l�otdq �nipj �. IWig Ea e".2-k Testing Served-, es�pa�a Review Certificate Certificate =302644 iC S :c:=:t�re�ts�:Ilo 52:'J1C!s.`_ i Ce=kv 125 5i1C:L i02C =!s: cIlC 31=rjile0 Cv y1f33O cite:'P'e -LdOr HXZe; iOr Door ?'OLuCs on LL -S :IId2=.t o6ow t0 Cle.er.-ilLe '.ne e03D�rOD:aLe4'.�sl?.�1�0-aQ and 1 t?-MC2C:- "nR,z O01 D�she^;ryLru-Dcie LOUIl%i10ri��7oC�_�_. e 4 z _ev1 e` ' 4 r tiv�s •� H� �0 ipTJllC3b111Iy M st;r:)or: Of Le dam COIItr:m—,; , _�ISor.t�.�-emdor F-oduc P o n t:._ 1 o=or anc- Da-2 'Manual for the ,rodtic: line =nd crccsc: .u%uel� 'T'i%'i., Geed neiow. �S i 1 ; = Je:o ,..,r=1es ;filar the test : epors �roviCieC 1-9 i COLsi_ w_ he :viasoui to Cer:Lkate of Pe:"orM=ce sheers (COP' c nminec pe: orm:oce data manual sneci :ed herein. The amached MasoniM'?7en:dor p_:pOT- Vc1:r�L on ?Nfat Ces (uniquely numbered by product rnodel; provides cor_e?ation i_0r"_:a CrL or each produc: model reviewed indicating the rest lab, :epor. ;, PrOd"': siand ins;3llation iIl ormatioIl and ratings for desip load 3IIQ apul cabill7v or to l`-:' missile L^pac: test. ?dill ap-DUc ble COP'S and NIot.1Cv5 mLst 3- ?r r be� :ue ; Zjock Ior Enterw Entry Doors _ :ocuc:WO oa-E'due Steel Door (Ylatrix =3026447C-001) tiTLetal-Edge Steel Door (Matrix a'_02644 C-00_) Fiberglass Door (:ylarrix 302 " 4 C-00S) 7 "-_-Semuo hay no 'irz� Lacowiedge of :he ce.;= conduces ;end reds made no aremp! ;o vex,-"::he OCzuruCi or �orroc�iec� fir" :he aaiII TUOmine' . a ne review conducx- was oniv ro ae:ermir_e rear ?:e re. '7 a"-Wacal- C:aIMS ,L^ '?�rL�"eTZlcs ?l::ne C.IJP ^_re Corry,'^.: re rese=dons oi•rhe d= ; uz7viie, jrom me laboraror�.e,^.:'? v' , 5em o J renew wes ;or,�-c:urai oer,"ormante re.rax oniv and a, ,nor inc=e reviesv of air in�iLtraApn Or w=Z:' ?enea-a:ion test rev utL. ::. SUED: 0-1 -02 i Jim uzeson loP roiec Yiara �: APR-16-2003 WED 03:49 PM TRIM PAK FAX NO. + P. 02/12 Avr.16. 2OU" 3:33PM PREMDOR DICKSON 615 446 7229 No.1918 P. 1111 i Masonite International Corporation TECHNIC.A►L ADVISORY To: PD White Date: April 16, 2003 Ctt7'of oviado, Plodda (407W7-6027; 4071977-6025 fax) From: Kenneth R. Imhoff Ce: D, Svnd (407657.6234 fax) Sr. ?*octMan a — Zxwdor Door Prod+ = R. Barry (B131982.0914 Ux) kimltoff@mamita.com 61 V441.4235 aria $13/335-4171 moblle 61 5/446.7729 fax Subject: Air & Water Performance Results on )Erterior Door Units Subadtted for Peen nitting by Bugle Homes. Reference: Product Approval Sheet's COP-WL-MA0101-02; COP-WL-MAD121-02 Indepantlly Validated under the Warnock Hersey (WH) Mark. It is our belief than the exterior door units defined under the aforementioned certificate of ,performance (COP) sheets comply with the requirements of the 2001 Florida Building Cods (FBC), Chapter 17 (Structural Tests & Inspections). This unit was been tested in ;accordance wig Miami -Dade Building Code Compliance Office (BCCO) protocol : PA202 performance guidclinesR. PA202 procedures include water penetration in ;.accordance vtith ASTM E331 -. Standard Test Method far Water Penetration of Fwarior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference & air infiltration in accordance -At th ASTIVI =3 - Standard Test Method for Determining the Rate of Air Leakage Through Exterior Windows, 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 (cfm/W) for door units designed to swing out. Door units designed to swing its achieved an air infiltration rate of 0.19 cfm/iP. Thank you in advance for your further review of this information & let me know if you require additional information to resolve ibis subject. Respec ly Submitted, Xe*14U VR.Imhoff Masoulte/Prentdor Exlerior Door Products - Oat Pratndor Drlva • Dickrop, Teeaootet 37055 ArTak, Castle`ste. Colco, Colorado, Deeot, DorFab. Entergy, Evergreap, Johnson, Monterey, Oskoraft, PremvU. Rachman Univcraal, Royal Mahogany Products, Span -Rite, 5poeialty/Baylite, stoelwood APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. + P. 03/12 ADr.1o• 20D3 3:34PM PREMDOR DICKSON 615 446 7229 No.1918 P. 2/11 Prcmdor Entry Systems -3- NCTL-230-1973-1,2,3 (S)(F) STRUCTURAL TEST RESULTS =CIMMN NO, IS (00win¢) PARAGRAPH NO, TITLE OF TSS'I MEASURED ALLOWED 5.217 Air Infiltration ' 137 psf (25 mph) 0.02 CFM/FT' 0.20 CFM/FT1 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 GPH&-f) WTP - 8.25 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" 0.144" STRDCTUR.AL TRST N&Sa,TS M%CZMEN NO.2A (Outswinrl PA:Ui.GR0,-,H NO, rCT z OF TEST MEASURED &LOWED 5.2.7 Air lafiltration 1.57 psf (25 mapb) 0.03 CPM/FT4 0.20 CFMTV 5.2.3 Uniform Static Air Proceduze Design Loads (30 second durations) 76.0 psf exterior Meets as stated 760 psf interior Meets as stated 5.2.6 Water Resistance (5.0 GPWFT) %rrP - 8.25 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.051" 0.144" 114.0 psf interior 0.147" 0.144" STE-IJCIURAL TEST RESUr_.TS SPECIMEN NO.3S Rnswini) FARA9,BAPjN.Q► TITLE OF EST M�T L g.LLOWEA 5.2.7 Air Infiltration 1.57 psf (25 mph) 0.18 CFM1W 0Z0 cleml `T� 52.3 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 p3f interior Meets as stated 5.2.6 Water Resistanco (3.0 GPHIFT°) WTT - 2.96 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" nuu-eu-ewe i nu uo - of rn i wi rtih r HA NU, rlU l tto I Ue i4 r. Ui✓/Ud DIV j D Proffsslonai Snglrie ririp Services for Developbre and Builders of Residential Housing - P.O. Igor 6994 T1EuSvilia. F-t-. 32793 ' Phone (407) 2694US 6 Fax �40T) 21 R-5"ll L.33:S.lZ*rlr,r.. 0 pgnDL1CT AC` FPTANr r :u 30wo0 Kmiksr:t Corporation 516 birt Santa Ana Strect A0. Rug 4250 .Anal�zom, Cali(or:ia 928054250 n1 SCRM"rim of TiNg Mode) Ucsip;I ion: Yo.Niksat Secs and Titan Series (Cylindrical L,o.1:s) Aiaiirnurit GrY: ail Size: 2-1,'8" F,VA Bore -nith a .I" Cross Boro•(2.5/8" or 2-314' Back -set ) Gt)icral deve6plion: Chylindric:a gored ripe loci: im ENITT) P Tc,ied 'cry Air od m Tzst I..ibs of South Florida. 'rest Report 0212.01-96. 0212.04.96 signed and sealtd by William R. Tr'S7c Ctl r, Test Load DesI n Lo3d f�,rera�' mrt• (M.STM r-8.12' t PA-202) passed passed Utzge. iiss.le Init�act pc:r PA-301 passed passed (impacted as insr.•:ng unit) .l-:,Euyt3r> :�A nD Twa. 671'to:al c}clec I %vil:seL Series positive 65.0 psf C,5.0'psf F ai t�E'Loading Tc - 671 wW cycles ' "Kwiltsei'Scries negative 96.0 psf 86.0 psf rattivic U301inw Test 671 total cycles Titan Series positive 86.0 psf 8b.0 psf Fatigue Loading Test 611 total cy�:les: Titan SctiGz ner.: tive 86.0 rsf S6.0 osf r�i;51 j!A I'lesSu;t lC3lin Y.t�iksst Series - Pass:+g� positive .65.0 pcf .(DtrT'5 UNG) Entry (requires•prsr:age bolt) Negative 65.0 pA•f Deadbolt l?;.sif it Pressult. Rhine:: i�ti••il scr. Scrics - massage Positive 65.0 psf (INSWING) Entry (requires pascagebolt) Negative 96.0 psf Dcadbolt D115i'"n 1':cssurePwing: Titan Series - passage Positive 86 0 psf (t�u''iSVirING/ F•nrty ([egtiift5 p35T3nt: bolt) Nc�ative R6A ps` • 11�1SWiNG) Dr3dbolt INSTAL! ''(']Q AND ANCFT 121(ti �• � 0 f', . See reverse side this paRe ` Q SSE _ 140. 401 AS STP.Tt+ O 1. Arprove:d for use in )ocatio�u adhering to the S.B,C.C.I., S.F.i7• .C., SF.B.C. Brouard Edition and requirenit,nts as dett.rmin d by ASCF 7 Minimum nespi�n Lostdc for Buildings and Other Stnietores doss raft �prssure ratinus lisiedabove.�gpl� 2. The Gradc Ralitig of a loci: is not pertinent to siructu:sl perfonnance as rcl3tes to Harrica"c / Wind Cade Compli 3, M:1�' � used on doors tcsledto de6gn pressturs ell to or less thin thorn ph*u-n above. 4. Applit ition for building rannit shall br accompanied by a soppy of • is approval • ' - ' A �99 nuu-ca-cuuc tnu ua•ea rn min rrin rriA M. 4U1D0fDLJ4 r, ud/uli INSTALLATION OP LOCK SETS PER TESTING Acceptance W309400 _L.o wr_ KWIKSET SERIES NC)rE.. Ig L&MG, IINSPECTOP THESE KWIKSET AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PURPOSES AND REFLECT TESTED CONFIGURATIONS. DETAILED .;INSTALLATION INSTRUCTIONS ARE PACKAGED WITH THE LOCK UNIT INDIVIDUALLY, KEYED WOOD SCREW --� STRIxE .j J ' DEAD BOLT w/ 2 3/e' or 2 3/4' BACKSET PLATE 1 114- `�. J- scuCr �� s, WOOD SCREW LATCH BOLT w/ 2 31T or 2 3/4' S141KE „/ BACKSET PLATE .> ®r" • ti PER 1�M1DLE 6 SET -TITAY' S ,T5,IES PER F / mowaRE rrnims TURN _ AR DED MACHINE SCREW vEYED -• WOOD SCRM' wpwc '..� o; ArE WOOD 5V'Zw Nay, t $3;�, S t'ftlr;E ., f DEAD BOLT •/ 3/Bf Cyr 2 3Jt 3 BxCK' MECHANISM TO BE .,ET HANDLE SET. LEVER or KNOB. PER WMIANISM TO BE HANDLE SET. LEVER or KNOB, Iffirn,-Ew"' NOTE TO BUILDING INSPECTO MECHANISMS WITHIN THE CLOL ARE OPTIONAL TO THE PRIMAF MECHANISMS SHOWN. FOR EXAMPLE: A THUMB TURN DEAD, LOCK CAN BE SUBSTITUTED WITH A KEYED MECHANISM WITHOL INVALIDATING THE SYSTEM. I ✓ muIcs 1. DESIGNED AND TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE, INTERNATIGNAL BUILDING CODE. 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 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 288 SERIES GDS500 25 Go. SERIES 381 SERIES GDS550 25 Go. VARIOUS HEIGHT DOORS. 5. EMBOSSMENT 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. B. 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 ENO STILES. 3 1/8 n OPENING HEIGHT (VARIES) SHAFT (VARIES) OPENING HEIGHT MINUS II" 2" X 6" WOOD JAMB 2" X 4" WOOD JAMB "D" OR EOUIVALENT HORIZONTAL TRACK I l & COUNTERBALANCE I � I 12 R OPTIONAL SPLICE IN 1 HORIZONTAL TRACK AT I TOP OF RADIUS ..DR 405964-0002 405964-0002 a7 046450-0003 1 36 405964-0001 5 STANDARD TRACK DETAIL FOR 9' SCALE: 1/16' = 1" 72 —1 I .9768 1 2.093 VIEW "D-D" 2" TRACK DESIGN TEST ROWS END OLLER RBRACKET HATT VERTICAL PRESSURE PRESSURE DOORAX.WIDTH ENTERF STILE STRUTS ROLLER (LBS �BOF HDEIGHT HARDWARE PSF PSF FEET STILES JOINT GAGE A7 DESIGN PRESSURE 37 55.5 9' 1 1 SINGLE YES I HS2 1 2" X 7 16' TR3 1 .057' 1 167 STD. APPROVED PRESSURE RATING CHART DOOR WIDTH 8' 7' 6' _ DESIGN PRESSURE 46.8 60 60 TEST PRESSURE 70.2 90 90 JAMB LOAD L8S FT 187 210 180 NUM. OF EXTRA BRKTS PER SIDE 1 1 1 7' BRKT LOCATIONS 54.5" i 54.5" i 54.5" 8' BRKT LOCATIONS 22" 1 22" 1 22" SPRING ANCHOR BRACKET `HEADPLATE /— SHAFT 9'-0' MAX. WIDTH INTERIOR ELEVATION SCALE: 1/16"=1" Lama DESCRFPn DATE Aroppty RfP PER QRN 400600 10 19/95 se `STY : 14"' a*��NQt 4° %' 2; Du IvoG� �r COUNTY E r kec,,(. TER HAD W l�-X3l.[a� "'�" A'/,/ D$c7So Z, 2S—o3 1 2g33-'I WEATHERSEAL --- SECTION "C—C" SCALE: 1/2 CENTER STILE P/N 408680-0004,5,6 a THE WLWW. AND/OR TEM"M 000ftwfKM on THa SKEET H THE ►RDPrnrr Cr o iTRIDiO DOOR CORPORATq OR OS SLOSONRT AND R LTMNED M CONFWENOE r0R DRi1ERIRo AM MRNAL AS9SMOCE PURPOSES ONLY AND NAY NOT OE REPRODUCED OR LIM To YANTITAC/URE ANTR4N9 UNCLI SED HEREDAI T rMW THE C& ESS ►ERLRSSION OF OWSIDIEW ODOR CORPDRAIXW R..cN lust RECALL MS SKEET AT ANY 'nML BOTTOM FIXTURE (7'-0" SHOWN) 8'-0' MAX. HEIGHT TYP 2 PLCS LRTLFSS DRKRW6E SPECKLED AD �QO NWE RRID19Ous .�[ w ANf�IOIOMNL'OS O+ p DAtlAS. MN+N BT: D[Pwl ORIOiO1016 +olE uucTERs Alas s s Y 0 To As PE VESSELS YRTERRL: CHECWM Rr. N/A S. BOUCHER Aa . tl era.A- A 'fir APR '. — orAIELSIRE: APPop£O DV: NO N—E NONE EACH S. BOUCHER :!r-psr --{ 1 7/8" THK. SECTION "A -A" SCALE: 1/4 4/�28/45 r255.5DPSF, 09? 0 /38 MAX 10/ 19/95 HD�ER ®— 408950 10/19/95 WA': 3 8 1 slm 1 a 2 S OXO Glazed Outswing Unit COP-WL-MA0164-02 FIBERGLASS DOORS APPROVED ARRANGEMENT. O O r Test Data Review CenMiale A026447k 130264476; 13026447C and COP/Test Report Validation Maud 13026447A-0Ot, 002,.003;130264470.001, 007 003: 13026, 001, 002, 003 provides addllional grtormadon - available nun tlq ITSANH webalte We: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 6'8". IN Masdnia walnuts the Mnwft tetdmlcal center. Single Door with 2 Sidelites Maximum unit ske - 9.0' x 6'6- Design Pressure - +55.0/-55.0 Umitad water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and.lmpact resistant requirements for a specific building design and geographic location Ice determined by ASCE 7-nsuaul, sate or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: , Compliance requires that minimum assembly details have been followed — see r MAD-WL-MA0017-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: 0o 00 00 old 100 Suter in 133 swim 136 saw M Barks 1/2 GLASS: 00 0o 00 00 00 00 105 Series 106, 150 Seft* 129 sedu* 12 RA., 23'RA- 24 R/L 107 suin, 106 series 304 Saks Soles' •TIY3 Vim kit may also be used In the lollowing.door style: Eyebrow S canal with scroll. ' Oak -Taff AR k ►1aaROLAia atvTRY DOOR! N".A.wdr►.yr".e+1d�-^ p�rC���y.1e,®N _.rn-qa-a a 'Lr./"►17rw✓eVr.1K11N[bellMe,/ew a'wtr• Masonite International Corporation Our eariiwre Megan ofProduct fmpwwrwn mW..e.eik.rlara d..grr wrd Ws" ds— .u*d to dsng. will" Rolm OXO Del,\w 1 i r i Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: MM an o0 404 Series 410 Series 109 Series 114, 120, 122 152 Series 149 Series 300 Sedes Series APPROVED SIDELITE STYLES: , 1, 129 Series 200 Series 12R.12L 23R. 23L 450 banes 152 Series 149 Series 109 Serbs 120, i22 Safes 300 Series 24A, 24L-Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my Imowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001. Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak of ARTEIC FIa{ROLAia aNTRY DOORS Ia..3 ..d14w1Ywfw.T0— im 17.200 Ow carOwl" er•er.w of peeuct WWW— .0 Rwk..Ndewtlom, dnfan wd PM" d" *" a d hp WKWA rwrfca w I e Test Osta Review CerN0te I302M47k 1302041711;13OW17C and COPfred Report Ve Wdoa Matrix F=5447A- 001.002p0'� nallU79-001, 002, 003:13121W ID4>Ot, 002. 003 provides adudaral 1410"doe . avaNaeie Dan the r1SAVH vrebspe ( ,80semko.coml, do MasoNte =vrapslb (MiR�wJlWgdla.tam) a tl1a 11 teWrlal toter. s.<mrr..Iv rr.w n...ww owun ow. Masonite International corporation OXO e , , , , , Unit "� OUTSWING UNIT WITH SINGLE DOOR & TWO SIDELITES (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT r. r PUTT NNGE r n: GAuatl SIDE JAMB —SEE MUIMU4 — NSTAELATKIN DETA4 DOOR rANK . SIDE "4 ATTACHED lk' KO 0•PALx MUST 9E JOINED UIING I' % 1?LOLONG CORRAWTED iASTENFAS lOir r rROM EACH END MAxuAVM AHII r o.c MAxIMUMt(STO►swOORnoxr0.AT '_�:•�• HEAD WOOD SCREwS U1CAR0 r R10/A EAU+ ENO MANIWM AHO 1r O.0 MAxuatlM 10M L>:IIrFRtNE OF stun. TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT tw RJ1T HEAD WOW SCREWS OR (3) r LONG x I? CROWN WIRE STAPLES FINGER -JOINTED KILN DRY WOOD SIDE JAMB (1.1/P x 4-w1r WITH I? STOP HEIGHT MINIMUM) HIGH PERFORMANCE BUMPER THRESHOLD HOa.Prt r'ATIC STOP T MINIMUM) TYPICAL MULLION ATTACHMENT TYPICAL HEADER & SIDE JAMB ATTACHMENT RNGEIWONrEO KPH own w000 NOMAMIMMOt W MxeNWM) ©©) (MEIN +? STO►zt�:::z moNex m m,mr[c It" amvmD (1Nrr UOw ANIEO r�(( "E STAPLES F W N4CO WITN�rrSw 1N +? smp NEIGIR M+•WMI MIGHT M.M41Y1 _ s (31 FOR TO' HEIGHT ON SMALLER i (( A) FOR HEIGHTS A GFTEATER THAN TO' B B TYPICAL THRESHOLD & MULLION ATTACHMENT SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL ATTACHMENT FINGER -ANTED KPH om woo0 SIDxE JAMP +•,J.• � 1? STOP wT+l MOoNmr1 S1DELM PANEL A RNGS-ANTED K" ON w000 $IDE JAMB 1•Nr x aenC HEIWR M'!J'sia WW111q (s) no x r J L- w000 TRNA N� WOOD SCAMRAT iJ YAM1 PIN WAM 'TE zS. EAo COANIA Aq 14• = ta. r FROM EACH OUTSK+E NOTE; us[ne xr COKNERx"ro.c. F011 WWON SIDE f HOKRONtAL TAIM N ATTACIIMFHi VEATICJIL MA SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT six EAA Warn—k►e " Nele1R NNNe.Wf I F'11' nwr�HsTHKESIgID 1a•Yfi•xlllrs Or Test Data Review Cetdffpte P3028NTA Court r FROM NF1CM 030264478; 03026ee7C and COP(Tem Report NOTE usf sio x r Validation Matrix rM6447A-001. 002. 003; Mr NERD wood SrJ1Ewa I3026aaT8-001, 002 003 �3026E�TG001, 002 roN NEA091 AiTAo.rOlr 007 prOviOet adoUianp inlormati011 • aveilaBN from BN ITS/NH weDPOe (www.eBSernko.com). the MasoMe weDSKa (www.masonita.com) or ow Masorip tedmicw center. A June 17.2002 �-+•� o•w� w«� A-Ae.<W<I.dT Ir•w owlsNwk"woorm44wwmmm."Hwamme>wvrclima Masonite International Corporation 1 1 t I 1, 1 �.1 GLASS INSERT IN DOOR OR SIDELITE PANEL BACK BEDDING (DOW 995 OR EQUAL) t SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND r.an r 1B' SINGLE PANE GLASS: 1/Z, 3/4' OR 1' — DOUBLE PANE: i 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1/8' SINGLE PANE GLASS: I/r, 31C OR I' DOUBLE PANE: - 3/4' OR 1' TRIPLE PANE INSULATED GLASS E HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/B' SINGLE PANE GLASS I/r. Ye OR t. INSULATED GLASS. 16 X 1.1/2' PAN HEAD SCREWS LOCATED 13.1/W MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM OKY111 mmn 1.7n8' 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service. 1/r SINGLE PANE GLASS: 11T, 3/4' OR 1' — DOUBLE PANE. 3/4' OR 1' TRIPLE PANE INSULATED GLASS SINGLE PANE GLASS: t/Y, 3/4' OR 1' -r— DOUBLE PANE: TRIPLE 1' TRIPLELE PANE INSULATED GLASS W'^ men Test Date Review Certificate /302e447A: /30264478: 4026447C and COP/Test Report Validation Matrix 0302R,17A-001, OM 003:130264478-0Ot, 002. 007:13026447C-0Ot, 002, OW provides additional information - availaW Irom Me ITSIWH webeda (W-111samko.Carrl), the Masonile �v webaitt (WWW.masoritaxo(o) or the 14eebnlU to M*W Ceffl t nrfeM v � Jun 17. 2002 •_• . a...... e.... VTJ aecv+k+*gaea••+otMeawwwew...nrm.►nraaaCOPa Masonite International Corporation dew" and aroaa dam weiea a crwge .ena4 rnrke. DAD \ J 1 hIIL41 N Unit SINGLE DOOR WITH 2 SIDELITES 'UNIT 811" UNIT 15/16, 17-1/8' MAXIMUM ON CEN'ER TYR I 6 per vertical framing member 11 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. Width of door unit plus 1/2" Height of door unit plus 1/4" T T T T T T T T T L T Vl--km-- lest Data Review Certlimle 1=5447k 0302W78: 0=6M7C and coprreat Report Vatdaton 11_/ Marta /3026447A-001, 002. 003: 0302W7e-001. 002, 003:03026447C-001, 002, 003 provides addelonal intormribn - waftit trom the ns" weOsile Iwww.edsemko.com), me masonfta Sell websile twww.Inaaorhfle.cm) or the Maaohito techr" war. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSVBHMA A156.2) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3244% 3249, 3264" or 3259 Compliance requires that 8" GRADE 1 (ANSVBHMA 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 t8 and #10 wood screws or 3116" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 3 PA NOS for southern pine lumber with a side member thickness of 1-1/4*. and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the 11W and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. 0 aam.r..hv o.. IT June 17, 2002 ^•-�•� o•.en e.... owC-aw""ornrmaoawvrorm•ww"a"Mkohan Masonite International Corporation One" arts oraeud enw wgach to rrm.or .am nab. X I e t, Glazed Outswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT. rI F-tr. leer Do Review Cafifirate e3026M7AA I30264/W" 03021S447C and 10MEd ►lapon VaMd0. Mdru /3026447A- ,, 00303: I�3D2' WW4r/Cr0 0 �'0m 002 G01, Nod. eddidonal kdormafion - aVWW* from IN nslVVff Ww"11 mm www.�t the e www Note: Maeonft bchn of cwftr. Units of other sizes are covered by this report as long as the panel used does not exceed 3'0" x 6'8". Single Door Maximum unM size • 3'0' x 6'3' Design Pressure +55.0/-55.0 UmVM water unim specW Mrrestrold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impW reside. "mitemerds for a Weft bul" desgn and "wraplac loaborr's determbW by AM 7-rrNmW, state or Ioal buMdbrp codas sp* fie edkion required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed— see MAD-WL-MA0011-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0001-02. APPROVED DOOR STYLES: 1/4 GLASS: ocm as oo � o0 nn an na 100 sues 133.135 Series 136 serks ii22 Soria 1/2 GLASS: 105 Series 106, in Series• 129 Swiss' 12 R+L, 23 RIL, 24 RA. 107 Series• 108 Seriee 304 series series' 'This glass kn may also be used In Ve toMowing door sale: Eyebrow 5-panel wMh ectioM. oPa- ffTm- j" FISSROWSS ENTRY DOORS tortira Masonite International Cor oration Our C 901110 t preprml of Fr m ImprS[errrenl rrWex 71er%xalrom, emgn erE poWd p OIRe weieE [e elierge wenaW rorRt. X Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: 00 00 4N Soda 410 Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number. Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Yll�wxk ler� rI F7 Teat oW Ilevtew Car00fale 11MZW7A; $30264478; /3026447C and COPAW Rapq�gqtI VaWoo rvlatrix f=6447M 001. on, 003; /30Y61476-001, OW. tt03; I3026417W, 002, 003 providesAM"a" irdormdw - avaNabk hom the ITSMH wom (www.*VBvMko.com), the Masorlite wetraNa (www.maeDnite.f M) or the I4eaDrlib tef coma. Oak � a .r A K" I. FIBERGLASS ENTRY DOORS /er.7wwnb lMMGry Dew.R��y�� MBaonite International Corporation -n . Our oa— Our MMnp yopna of Nuencr eraloreruure "releu.oudByearB. eeRorr are puerrR ddA W*d 1S wrwlel lralrerS raft.. X Unit TYPICAL HINGE ATTACHMENT 4' x 4' BUTT HINGI I (12 GAUGE) /\ r SEE MIMUMum NI mim—m.... INSTALLATION DETAIL TYPICAL THRESHOLD 6 SIDE JAMB ATTACHMENT PAAD-WL-MADD11-02 OUTSWING UNITS WITH SINGLE DOOR DOOR PANEL TYPICAL HEADER 3 SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD FRAME HEADER �X 4-B/18' ITH 1? STOP HEIGHT MINIMUM) (9) FOREIGHT OR SMALLER (4) FOR HEIGHTS GREATER THAN 7'D' FINGER -JOINTED KILN DRY WOOD SIDE JAMB 1.1N' X 4-B/18' WITH 1J7 STOP HEIGHT MINIMUM) HIGH PERFORMANCE BUMPER THRESHOLD 14-WIr X 7/8' STOP HEIGHT MINIMUM) (2)18 X 1-3/4' LONG FLAT HEAD WOOD SCREWS OR (3) 7 LONG X 1/2' CROWN WIRE STAPLES (3) 2' LONG X 1/2 CROWN WIRE STAPLES FINGER -JOINTED KILN DRY WOOD SIDE JAMB WITH 117 STOP HEIGHT MINIMUM) lee! DO Review CerBlicale 03026447A;/3026447B; i3026447C and COP/Teal Reoorl VAw"on Matrix /302W7A-W1, 002, 003; nM6M7B-001, 002, 003; d'3026447C-001. 002, W3 proviaes KdUorW irdormalion - availabie from the ITS/WH websile (WWWAIS m OMM), #0 VAW*e webshe (www.masordle com) or the Masonae technical terrier. e� LJ Fulu.rrey Irem PR�'V{/n//eoGaw • June 17, 2002 « mm orrnn o.... OurcmarA orop.orWudv0WOW WKWakeWW"iwa. Masonite International Corporation degnr and podod data wgecf m ohpae reboot matt. BACK BEDDING (DOW 995 OR EOUAL) 1.amor GLASS INSERT IN DOOR OR SIDELITE PANEL SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND 1/r SINGLE PANE GLASS; 1? 3/4' OR 1' DOABLE PANE: 3/4' OR 1' TRIPLE PANE INSULATED GLASS t/r SINGLE PANE GLASS; ll2' LE 314' OR 1' DOIjBPANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/r SINGLE PANE GLASS 1?, WC OR 1' INSULATED GLASS. I6 X 1-1/7 PAN HEAD SCREWS LOCATED 13-18' MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM na" nnna 1.7/16 'Glass inserts to be sub -listed by bltertek Testing Services/M Se"o or approved validation service. 1/r SINGLE PANE GLASS; 1/2' 3/4' OR 1' DOIjOL.E PANE: 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1/e' SINGLE GLASS; PANE 6LA55; OR 1' �— DOIfBIf PANE: TRIP OR 1' TRIPLE PANE INSULATED GLASS --**n Test Dab RrA w CeA item 43MW7k 430Z6447B /3026447C and COP/Tea Report Vafda0olr r/ Wrix /3026447A-Ml, 002, Ooe;13026147MI, 002, OM;13O26447C-OM, OD2, OM p uAft �4tld1110 W bllormill n - awlsbie aom On ITS/WH websile (www.elbemko.cwn), lae Masome s webMte (www.maeonbmm) or vm Meaonhe aclako terser. I PI-11..1 E.tlu.{..ly 1rew e June 17, 2002 Our tw"" wowm el moaua e,awmwa m" mrodk ". Masonite International Corporation delfprr wd soars d" "No 10 mw warrom roue. X Unit SINGLE DOOR " UNIT 8'0" UNIT 15/16• 17-1/8' MAXIMUM ON CENTER TYR CountMinimum Fastener • 6 per vertical framing member • 2 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. • Width of door unit plus 1/2" • Height of door unit plus 1/4" VNum•k s•wTest DO Wow CerdfkAta 03026417A /3e26M7e; /3026447C and COPlreat prl VaYdatfid on addWo ramm, •avdialft from n MiNH wdiske07 = ),tes he �s wabsft (www wasp ft"m) or the Mwonw admical �. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3146, 3166, 3241 3246, 3261 • or 3266 Compliance requires that 8" GRADE 1 (ANSVBHMA A156.16) surface bolls 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 18 and #10 wood screws or 3116" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3116" Tapcon single shear design values come from the ITW and EICO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. P�'fll�19&.d .. • June 17, 2002 r. i ow•m, oea,. d P.- - - 0 K �; Our Mae" Fwam Cd kwpWWWAM"""" m" Masonite international Corporation dwiew awa FVdW fate S0W b rrawpe weham ncftO \ l et4tIA - 4�k"t-)'CA C, 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 Designer PW 1100/1900/1970 9 GA 7 Installation 1480 Flange HR 1480/1580/1590 10 GA 7/A Installation 1580/1590 Flange 3-Lite Slider 1580/1590 11 GA 8 Installation 1180 Fin HR 1180/1980/1990 12 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 1x4 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 1 x4 FI Vert SH 1445 20 GA 14 Mull Bar Load Chart 1 x4 Fig Vert PW 1445 21 GA 14/A Mull Bar Load Chart 1 x4 Fin Vert PW 1445 22 GA 15 Mull Clip 1x4 >6' Fin Vert Mull Clip 1445 23 GA 18 Mull Clip GEN 0453 Fin HZ Mull Clip 1447 24 GA 19 Mull Bar Load Chart 1 x4 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 1 x2.5 Fin Vert PW 1442 28 GA 23 Mull Bar Load Chart 1 x2.5 Flg Vert SH 1442 29 GA 24 Mull Bar Load Chart 1 x2.5 Fig 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') FIg Vert Mull Clip 1445 34 GA 30 Installation FEB HEB FigSH 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.floridabuildin.orp, under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders G.A. , SHIM AS REOb (SEE COMPARATIVE ANALYSIS W1OC TIOT1 am Byd1OiO1ER 1 1 4' I.IT CALL W&A" amSm DE RN PRmK P DESCH TIIPoaN ANCICI LOCATION rmnINSTALIATKW ANCNt3R ONE BY SIZE SIZE INCHES) LOCATIONS lKICK oolm E CAPAOTT N POF CWAQiY /1 P7 WINIM SHIM AS REOb. CJaAK BETL1FE11 ygp 1.000 NRKx ! LSEE N07ES) 12 n IA . 1 -w w -901 -wr AO FAM CAULK KIIEE N VO4" FLANGE ! IoN BUCK sY Q Is n 1A . a. aA -77 1s a IA ■ w GA -w -A a -t.. -n. -183 A,0 raw -1.4 tic OTIERS��p t44 It IA . 64 0A -w -w -1w -1w Ac i IM. n 1A . w .A a a an -117 A.0 r.Wu t. n 1/.. w -+. -.. -%M -tu AC O.x,FAW Q Q 10 n IA . 72 -40 -r. -N. -t/. AC O -wu 1 t 4' IM. wSTAL1A110N 17 /. t ■ - - -9" -104 A.0 .Li Jw Q Q T ANCHOR tia w 1/2 . L �7 -a - M -la. AC Flow Q ItO 3.5IA ■ 1 7/. --,NO a -1w -tw Ad rAm AA rAou PEltmim CAULK VW.IN4{ w 1,* ■.N $A -" -a47 -to -tw AC I-Hl OTERS MODOW .qTN W mm :t MWO M 1Jx . w DA -N 11a 1 to . w -a -w -a -m -0 -fOs k0 FAK) -« AC FAM YA9d.lY OPolllq Br Ot1ENS tta USA . 7a -A. -49 -79 -7. AA /AW PEAd E7a CAULK EXTERIOR 1 - im M IA x w a - -w -w -Na -m AA raw -Na AC F.WU CAUIX BET1,ml .WOGIN FLANGE a0d >p to ■ >t aA -47 ae.s a.1A . w .A -a a0■KA M to ....A -a -0 -.1 a -w -1. -n -w -7. ALC r. w -n AC FAM YOM I, N M"+$ 30 to .. ./. -w -40 -n -76 Ax FAAJ 30FA 30 1A ■ w -40 -m. -7. -7. AC F.WU SECTION 2 MW w'A.7x -40 -4e -" Aa rAW Ae FANG u x7 . w at -« a -w AC FAW ra v x w 3/0 -n -40 -47 -47 Ao FAW VAN" 74 v x w t7A -0 -m -0 -07 AC F.WU 76H 31 x N M -40 -.0 -40 -w AC F.WU EXTERIOR Bua . OH. .7 . w .A -40-40 n 37 x w -40 -In a -w -w AC FAW -0 Ao FAW 1EXHT A C 1 371 72 -.0 -/0 -M a -w A.0 FAM Ac 1 rAm sa sx . w -w -w -t. -40 A.0 F,gN7 D S LL E aa. 42 xX } SA -0 muw.A 40-40 ofm ..A-t0 40" 40. -q -40 -40 -M -w -40 -40 -m -40 A.0 rAm -w AC -40 AC pm -O AC F.WU m.r -0 -.0 -46 -q AC FAW.07a J K 2 st x A -40 -■0 -a -40 -M A.0 FAN Ao FAW PERIMETER o x ax40 BY OTHER / « 40 = = A.Crr.W'�Nt !0 ...36)44 -0 -00 AC F.WU .N"i N x ...A -a _b AC VAKI .MH ■. x w 0A -40 -q - - AC F.WU 4m M x w -40 -40 - AC FA1U IMN 46 1 n- V.&M H w ,a w -4 rAw w w to .A -40 ar -a ■ 0 -. - - A.0 rAmF A.0 F.W a aW+ ww fAA■Mw..A -a aa. w x...A -40 -40 -m - - A.0 ►ANY A.0 FANJ - .. 3 I i w IA f w -IO -w Ae F.atU rAm 6Y OTERS� CAULK BET.EEIN MBWON FLANGE -40 -tl - - AC . • P E CAST SLL VM fAAIaM 116 ADHE WJE CALL K OR m i) 11[ A.016 A,t F'0t«R AI/ F[agw t1.1UC UW ODOR 10n. ru Flow fx.►1mim ANAL! . VAK MY SECTION 1 APPROVED SAL mN OAFrw w a E1tw Fponvm Now Lw,.A aam4ie.rtn6 eDw Will «u w vmm 71E 11w RDRAIEL taT .[INmt a ,i Oi t..to I ae 1s ea n rta /m t+s.� e N I 00«GLLA70x0 RA,tw MWZ 100E « 0==W t« W NOT We" UK SAC sm TAi0B1 A111 a YFmO UIMM w r {{{{{{{{11 {iFIrFA WAM AT t=IXMI 811111010 WAIL MN/-1/f ONVAIT .t16 11.010AX GENERAL NOTES: � S E F OppOTM� @ KIN N M NOW 1) SHM AS RE(b. AT EM N INSTALLATION ANCHOR VATH LOAD BEARWG SHIM, MAX. FF OMRI UK ANO1w 010M UPS tw 1WO umilm a J6x 1K At* wmm OWN Nvwx 1mV. ALLOWAILE SHNN STACK TO EE 1 {' �' 1 Ai "'` JOB B ' NINDO.I FRAME MAT9RA: HEAD BAWD e �� FLANGE AT HERO AND MUST 3; CALILKATTACHED ELEVATION >k'' No. 42371 i YOOSEF HE SL ATTACKED TO THE 9UDSTRAR NTTHI NJLKEM 116 CAtIUc OR APPROVED EQUAL VIEWED FROM EXTERIOR ; � LAW, P.E. 4) APPLICATION OF VLAKIM 116 ADIIENVE CMAK AT FRAME SRL MUST COMPLY VAIN SEALANT RECOMMENDATION CONSULTING ENGINEER ww r.n0r tANC !uR tw 1.aer7r•..+«B nN•rartttw•11r6 1W MANUFACTERER S 5) CAW( FOR PERIMETER SAL AROUND UTEIVOR OF MWOOw FLANGE �i� '•, STATE OF au / DMLAa MW MIS A.soNar ouvim 6) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASiM E13W GULSS CHART FAA • • F[ 0 R LO►..: r. 21 mm >won 14MA IMM aA Mw mo SINCE GLASS IS SHOWN, INSULATING CLASS IS AM OUALiLED. t^ F r •..... V III NAL• IL :� Ot AN i M/A r,.. ta/Mm B NS1AlATW ty0 G.A. 2 CONIPARAIM ANALYSM & TAPCONCN13R LOCATIONART ONE BY wow sm i so= BY DINER VRNDOIF GLASS DE= OEM TAPCOM A17O1ON LOCATION NSTALIAMN AMOI00. CAIltlf E[T�I (IIK31 WO.— 1 1 4' MIT SZE (INCHES) PRENK LOCATIONS am BY tq n wow SUCK a GWACITY II PlIF CAPAOiT IN PSF a" BY OTHER OPENING SHIM AS MA (SEE NOTES) u x 10 13H -137 tN -1N A/ FAW CAULK GETVICEN FLANGE TYPE NSTALLA710N 13 x 34 r -r ro -1N AAFAMi FLANGE aRDDD w a 1 1 4' MIN. G MIN.ENT W FRMi 0 a AN04OR 12230 74 -74 1N -too A! rAW FAW Et4I/,r .HA 12 x 36 u x tl N N -40 -n 144 137 -1w -m A/ As FAW 17 x w 07 -67 - - As FAW 1 r -N AA FAw sox N "I-1a/ IN -1N AC rAW If 34 N -/ NA -936 Ae r9ju GLAZING (TYP.� N x 30 go_go133 -N3 A0 ►AW PERIMETER14 CAIAK SEE NOTES) P01IMETER CAU K a 000 ULK GEUCK x r If x 40 41 40 � -40 1N No -IN -1N AC F•a1U Ae FAW BY OIHER 1 as BY 07NER8 I4 x 40 40 -tl A.e /API MASONRY OPENING to4040 x 73 - - - Ae rAN1 ms TAPE Fax �, 5 YO7ME1t OTHE 14 gig r -N I= -tar Ac rA1tt HEADER SM AS REG�B VANDOW TM 34 3 30 N -N Im -no AC HAM! (� ►�) EXTERIOR 24 i s 40 40 a -7 AUC I �+ CAULK BETMEFK 24 1 N 40 -40 w -0 AC FAN! EXTERIOR 1KNoor FLANGE —, 24 Ileac R n 40 -0 ,;� F`,411°w HEIGHT VICIOD BUOt w x N 4a -47 in to Ae F,aMt .134 a -a r -r AC FAW ' SECTION 2 a i s 40 --40 : 1 c r 4 40 tl -0 A, -r AA FAW F��L��4�� ��pE oW00M FRAM 33 90 tl -tl " SILL/Aw L MINOON a 1 n tl -40 - - Ae FAw WIDTH 31 414 a -a IN -IN Ae FANS i 1 w tl -40 A -a AC FAM >t 1 >o tl -0 -0 AC PE%MEETE my ol�a>t A C B 1 r 4400 � a M --44 F.H. � TAN 31 [ r r 1 N 40 -40 - - AO FAW D E IN 171 44 4 N 40 40 -q �N - tN - -No AC raw A.0 rAW ♦) .. Q a V MAMEL SILL STOOL M 1 34 N f N tl 40 -40 -40 r N -r -w AC /.GLUM AC iAW � BY OTHERS 48 14. 44 440040 40a0 40 -b AUC FA PRE CAST SILL 40 BY OTHERS CAU! BEr KEN FNDOE FLANGE 2 45 1 73 40 -40 AA rmu . .a PRE CAST SILL M7N W X M r 1 N tl -tl to -tw AC rsW 11 em" OR SECTION 1 ►+ I HEIG�TFIw 00 r 34 r 1 3o 40 a -40 -tl N 40 -r -40 AC FAIU Ae / pfr N 1 a 40 tl -0 -tl tl tl -n -40 &A FARM Ae HAW r 1 N tl -tl - - AC FAW �tiDgy 73 1 N 40 40 1N -101 AC FAMU 1) SLAY AS REQU AT EACH INSTALLATION ANCHOR AETH LOAD SEARING SHY.. MAX F G 73 1 r 73 1 a 40 tl -40 40 4 -41 -tl AA I.F.EON Ae F.NH ALLOWIM E 90 STACK 70 K 1/4'. 73 1 r 40 -44 40 -tl AC FAW FRALE'MAIDlA. ALLOY WILL 729 M q -40 -4e 4e -40 Ale HAW 3,%WHIM 7) CAIAUL SEND MOGB FLAPIOE AT HEAD AND .WYS SILL MUST BE ATTACHED APPROVED EOUAL n 1 r tl -tl Ae raw TO THE SUSSIRATE RUIN V4AIENN 1f/ AONERVE CAULK OR 4) AYE CAULK AT FRAME SILL MKT COMPLY MIN SEALANT .� w 4 N w 1 34 - - 44 44 -48 -40 AC HAW A.0 VAOU r -40 a) CAKK PoeNwm SEAL AR0" a rmum or I�OOE rLANat ELEVATION «'' - - p —4e ` Ili" !) GLASS MCTOESS WY VARY PS THE INUMElENTS OF ASHY EI3W GLASS WAIT. tl -40 A0 FAW 7j UK ABOVE ARE PCWWVE a NMT1VF mIU01UYAL DEIGN LOAD FROM-OOMPARA7rvE VIEWED FROM EXTERIOR .•••••••1 r t N - - w -r Ae FAN! ANALYSIS a NAVE NOT BEEN CAPPED BY IESKTB OF TPAIIR PERFI AIMCB IE51N4 �'•• S E F -48 l WIM THE WA.IM RESUAHM IM IMUIRDWIT OF IB X OF DESIGN LOAD APPLES LI4INI/ I rIF N [ >e - - tl -40 A.0 rA rm PONW4 OE70M LOAD APPLES• ►OSIM OPIKIN LOADS ILL t UNITED TO 40.0 PS .• / w 4 r _ _ 40 40 -tl -40 Ae A,C FAw DUE TO WATER TEST POEBEM OF LO PSF. A09M N IEST. rF,I Wife /) NSTALLAIIdI of FLANGE WANE MOOS IN CONCRETE OR MASONRY CPU" VSE 3 it TAPOOM ARp10RS OF DUFFI OFF LETIOIN 10 PROVIDE WL 1 1/4- QMIEDYDR N L' OUL SUBSTRATE AT LOCATIONS SHORN ON CHAR[ : i No. 41371 r YLA JOB 0210 ry Y) SEE ELEVAIM FOR KEY 10 TAPOON LOCA1013, ; 1 e< ; * YOOSEF LAVY. P.E. P�f 10 IF DUCT MODR K NOT LS1® N ANO10I1 a4MT. USE At4Cf10R GUAN07Y UB1ED tYTN NEXT FOR INE APPROPRIATE fif90l PII[�M IIEdD. } Iu CONSULTING ENG94 iR LARM SaL % O 4y = STATE OF amen room u a. wx / tar e a e4d10L• aia B IBB•Fa NL KEB •ra B PIN ''• •� ••'.C� 0 R 10�••: ?� OBLLAi TOA4 TURN ASg1N.Y oRAVIM) A ••. (J It I31 / 1 4)340-OW >orf 14W to PCN1C WOW `` IA L rr1N1/o ONNN� M P N/A tinON3 B oosmuT1w noo ML INSTALLATION ANCHOR LAW( BETY41 ONE BY MOOD MOOR BUCK k BUCK BY OTTER MASONRY OPENING FOY 07HM yy� CAULK BETWEEN WINDOW O i FLANGE k woo0 BUCK a SHE Q TABLE 1 � Q ROEETER ER LA ULK _44 By \ 1650 HEAD INSTALLAT ION `\ ANCHOR9HM AS REO'O_� (SEE NOTES)_ Q/ CAULK BETWEEN J WOGO BUCK MASONRY OPENING EXTERIOR BY OTHERS 11 SHIM AS REWO 1656 SILL (SEE NOTES) PERIMETER CAULK BY OTHER a SiE Q TABLE CAULK BETWEEN ff FLANGE ! WOODONE BY BUCK BY OTHER CAULK BETWEEN INSTALLATION ANCHOR MSUCK h MAASOSO NRY OPENING BY OTHERS SECTION 1 24- GENERAL NOTES: 1) SHIM AS REWIRED FOR LEVELING. 2) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6063. 3) CAULK BEHIND WINDOW FIN AT HEAD, SILL, k JAMBS. {) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF W40OW FLANGE 5) DESIGN PRESSURES SHOWN ARE BASED ON SRAJ.ION CAPACITY ONLY. DESIGN PRESSUH.ca raw. ucnaa 1rin,nrlcaa MUST BE DETERMINED PER ASTM-EI300 CLASS CHART AND THE SMALLER VALUE MUST BE USED FOR DESIGN. 6) WHERE WATER RESISTANCE TEST RE0UONNENT OF 15X OF DESIGN LOAD APPLIES. POSITIVE DESIGN LOADS WILL BE LMTED 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'# TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MNIMUM Ir EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. 6) IF EXACT W 44DOW SZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR WANTITY LISTED WITH NEXT LARGER SIZE. BUUCCK BY OTHER B CK Br OTHER SHIM AS REOV ,- (SEE NOTES) -I — 1656 JAMS 1650 JAMB — -3036 BULB VINYL SEAL 3035 METAL GLAZING BEAD _ CA" BETWEEN WINDOW FLANGE t WOOD BUCK I CA" PERIMETER CAULK BY OTHER EXTERIOR SECTION 2 GA 2A C01FARARYE ANALYSIS ! ANOION CHART FOR COMM NAWRIY SEWS 1300/N50/970 MAW Wam 00W00 _ _ _ ■101t W ■IIYa ff 00aA6 11Mo 07 ANi1 0 1� L! �■di1 AvOaM 1/1I rw RAND N 10Ya 09 m N Nvm m<VN N 1/rIN 0wm10N 1-I — ommw . AE J am/ 0cm NEaacwx MmK 0c" P013sm AT CAM .000 C AQn' om CAPACITY (/!/) 1]VAOA m 1[AO >u R A1r KA9 1LL am m. So -70 _ _ 1 1 1 1 7 ! 10 X WI n X N - -47 1 1 1 1 1 1 p " X 73 30 X 30 30 X 50 - -u - ! 1 7 1 1 1 30 v SIT- - _w 1 1 f f ! 3 1 ! 1 1 1 1 36130 -u - - I 1 I 1 1 1 LONSTALLAT04 ANCHOR >r ■ w - -•1 - 1 1 1 1 Y 1 30 : !o - -N - 1 ! 7 7 ! 7 30 ■ 00 - - -50 1 1 1 1 7 3 0 30 X 73 - - -q 1 ! 1 1 1 3 CAULK BETWEEN 10% 30 - -57 - 1 1 1 1 1 1 BUCK N1 q[ 40 - -w - Y 1 7 7 7 1 MASONRY OPENING -0 r 1 1 1 1 3 •0■ w - - -n : 7 : 1 1 3 g v so - - -N 1 1 Y 7 Br O7HER5 7 ] q X 73 -40 7 1 3 1 1 • M y 30 7 7 7 Y 1 1 M[ q - -•1 - 7 ! ! 1 1 1 M X N 1 1 r 3 1 1 u■ q - - -46 Y 1 1 1 1 3 w v 73 -q 1 1 ! 7 3 • 1 7 r 1 7 w■ w- - it 1 1 7 3 3 1 w ■N - - -31 1 1 1 3 3 1 w v f0 - - -S• 1 1 7 3 3 ] N t q - - -w I ! ] 7 1 ] w[ 7J -w 7 1 1 1 3 Y 11 3 3 1 q ■ w - - -N 1 1 1 ] ] ! 3 3 1 W■ b - - -u 7 ! 1 3 3 3 q • q - - -w f ! 1 ] ] ] q■ 73 - - -q 1 1 3 3 3 A l 30 - - -N 1 1 7 3 ] ! 73 ■ q - - -q I 7 7 • • } 73144 - - _q ! 1 1 • • 1 73 1 so - - -q 3 3 1 • • 7 Single Glaze S E F � N17F1 i i N0. 42371 i YLA JOB /04-2/2 A YOOSEF LAM, P.E. i 0 ••• STATE OF •' No T CONSULTING ENGINEER I ? ♦♦♦ ' F[ 0550 FORM LANE, SWX / M0 �. O R LOP•' ♦/ OAILAS. TXM 751.3 T: (I14)340-W" F:(214)340-Of FNII '1O N �41 FLORIDA LICENSE +I2371 ll ,L NN l GdT OL.O�MMA, a 11111 •FA r N7FU • 00� a Tim ASSEMBLY ORAWING SO6ES 1350/1450/1670 PW' u.w ■cat JB YL N/A p �11 /OS/O6 O 1 1350ASSY INSTALLATION ANCHOR — ONE BY WOOD BUCK BY OTHER - CAULK BETWEEN WINDOW - FLANGE t. WOOS &la a PERIMETER CAUL( BY OTHER 1450 HEAD .� 1459 SILL PERIMETER CAULK BY OTHER 4 CAW( BETWEEN WINDOW - FLANGE k WOW BUCK ONE BY WOOD — BUCK BY ODER INSTALLATION ANCHOR — GENERAL NOTES: r-• CAULK BETWEEN WOOD BLOCK a: MASONRY OPENING BY OTHERS I ONE BY WOOD ONE!1 BUCK BY OTHER BUCKWOOD OUTER SEE TABLE AS REO'D (SEE NotES)� Q � 1456 JAMB 1456 JAMB INSTALLATION —J `� 10 A.e (SEE NOTES) ANCHOR 3035 METAL GLAZING BEAD SHIM AS REO'0 -� CAULK BETWEEN 1WHIM FLANGE R WOOO BUCK CAULK BETWEEN WOOD BUCK a: PERIMETER CAULK PER11�liA CAMAX MASONRY OPENING BY OTHER BY OTHER BY OTHERS EXTERIOR SHIM AS REO.O SECTION 2 (SEE NOTES) Q SEE TABLE 1--CAULK BETWEEN J WOOD BUCK, k MASONRY OPENING By OTHERS SECTION 1 24- 1) SHIM AS REQUIRED FOR LEVELING, 2) WIDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6063. 3) CAULK BEHIND WINDOW FIN AT HEAD, SILL, a: JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) DESIGN PRESSURES SHOWN ARE BASED ON MULLION CAPACITY ONLY. DESIGN PRESSUI MUST BE DETERMINED PER ASTM-£1300 GLASS CHART AND THE SMALLER VALUE MU! 6) WHERE WATER RESISTANCE TEST REOUIREMENT OF 15% OF DESIGN LOAD APPLIES, P(r LIMITED TO 40.0 PSI'. DUE TO WATER TEST PRESSURE 47 6.0 PSF ACHIEVED IN TEST. 7) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING USE IV# TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MINIMUM 11' EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. 6) IF EXACT WINDOW SIZE 15 NOT LISTED IN ANCHOR CHART. USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. GA 28 COMiMA11C. MALYRS 1 ANOIp tlxlxx WE At3AA�Mtt1i NWL �t�+rwr lt. iO,M/ ,x3fY1 PIOIIE O47x1M - NOON CAPACITY M CAP 30ab x! 30xN 10 m i N -41 30 i s0 -a 30 ■ 73 - bib -70 30 x N -S7 b■ N -N b ■ b -43 b R10 - b xis bxb -11 r-4.TALLATION ANCHOR x N b i b 30 x 40 - 0 bx 73 - CAWc BETWEEN . ■ -w WOOD BUCK a: N i w -a MASONRY OPENING 40 Y A _ BY DINERS N x 1/ - 40x73 x b -N 44 -M At x N Mx10 - ux73 N ■ b - aia - a x N Nib - 41 x a- 44x73 00xb - bxa - s3xw - 10 x 10 - gi73 x b - 73x40 - 77 x N - 73 [ 30 - 73 x w - b rl �f�N Lw� Y ammo w row Rmp RM[ N / 4.� 1' tAtYY 0�16R td t4tYY N rKflK DEINK NQy1IN1 AT EAd AT 1AC1 ACI11' p!T cw Am CIAO KN su L1i1 FAO XLaW1I - 7 3 1 1 1 1 7 f ! 7 1 7 ! -17 - 7 1 1 1 7 3 -11 1 7 7 ! 2 3 - 3 ! S 3 1 ! 3 1 1 1 1 1 1 ! 1 1 3 ! M ! 1 1 3 ! 3 N 1 f 3 1 1 s 3 1 3 -34 1 ! 7 S ! 4 - - 3 1 7 7 - ! 1 ! f 1 7 -3t _ 1 3 f 7 1 3 a-_ -s1 1 7 3 ! 1 s - -14 3 1 3 3 3 A -a+ 1 f 3 7 7 3 1 1 3 3 1 1 7 3 3 7 3 1 7 7 1 -a 3 3 1 3 3 ! - -42 1 1 3 3 3 4 -30 3 1 3 3 3 3 -45 3 1 7 3 3 3 -43 - 7 1 1 3 3 1 - -a ] 3 3 4 A 3 - -10 3 3 1 4 4 7 - -32 ! 7 f 4 4 4 -w 1 : 3 3 3 3 - 743 3 3 3 3 1 - -37 3 3 1 3 s 7 -b 3 3 7 3 s 3 3 3 3 3 3 3 3 3 s 7 Insulated 3 YLA JOB #04-142 YOOSEF LAM. P.E. CONSULTING ENGINEER OW 70RE37 LAM SUIE / „e r: (n4t34tr•.,w4s F:L3,4),T4a-aa FLORIDA LICENSE µ2371 4 o STATE OF b rl �f�N Lw� Y ammo w row Rmp RM[ N / 4.� 1' tAtYY 0�16R td t4tYY N rKflK DEINK NQy1IN1 AT EAd AT 1AC1 ACI11' p!T cw Am CIAO KN su L1i1 FAO XLaW1I - 7 3 1 1 1 1 7 f ! 7 1 7 ! -17 - 7 1 1 1 7 3 -11 1 7 7 ! 2 3 - 3 ! S 3 1 ! 3 1 1 1 1 1 1 ! 1 1 3 ! M ! 1 1 3 ! 3 N 1 f 3 1 1 s 3 1 3 -34 1 ! 7 S ! 4 - - 3 1 7 7 - ! 1 ! f 1 7 -3t _ 1 3 f 7 1 3 a-_ -s1 1 7 3 ! 1 s - -14 3 1 3 3 3 A -a+ 1 f 3 7 7 3 1 1 3 3 1 1 7 3 3 7 3 1 7 7 1 -a 3 3 1 3 3 ! - -42 1 1 3 3 3 4 -30 3 1 3 3 3 3 -45 3 1 7 3 3 3 -43 - 7 1 1 3 3 1 - -a ] 3 3 4 A 3 - -10 3 3 1 4 4 7 - -32 ! 7 f 4 4 4 -w 1 : 3 3 3 3 - 743 3 3 3 3 1 - -37 3 3 1 3 s 7 -b 3 3 7 3 s 3 3 3 3 3 3 3 3 3 s 7 Insulated 3 YLA JOB #04-142 YOOSEF LAM. P.E. CONSULTING ENGINEER OW 70RE37 LAM SUIE / „e r: (n4t34tr•.,w4s F:L3,4),T4a-aa FLORIDA LICENSE µ2371 4 o STATE OF Insulated 3 YLA JOB #04-142 YOOSEF LAM. P.E. CONSULTING ENGINEER OW 70RE37 LAM SUIE / „e r: (n4t34tr•.,w4s F:L3,4),T4a-aa FLORIDA LICENSE µ2371 4 o STATE OF _ o Ail ' 10 f f O It . V 6A13As. r[us 7534 NNaUtA11MI•M>w�tW■ 11r•ulrNle•Ir.W WHIN ASSEMBLY DRAWING Sam pw J8 YL N/A w Al.a 06/10/Oa B 1350AWY FIN TYPE WINDOW I JAMB SHEATHING CAULK BETIIEEN FIN BY OTHER 6 SHEA717 1 1' MIN INSTALATION� 1 EMBEDMENT ANCHOR H Y 11 fPERIMETER CAULK BY 01 FIN TIPS MNOOW FRAME f PERIMETER CAULA BY OTHER INSTALATHON ANCHOR SHEATHING_/ 1. MIN. „�.. BY OTHER EMBEDMENT SECTION 1 k=11� IF REOb CAULK on" Y N!" FIN 6 SFEATTNG SE F cL� E EE ''h •�c," Id'�KiA' No.42371 j 9 '. • W i STATE OF W ,Ai4 �,••'• A•L O R IQ*••• V IEEE R ,401 \L�%� : x WXD BY OTHERS CAUL( BETWEEN �- WINDOW FIN SHEATHING 1"MIN. EMBEDMENT SHEATHING By OTHERS INSTAL ATION WINDOW MONT I} AMC EXTERN L ERIMETER CAUL( BY OTHER EQUALLY SPACE ANCHORS (TYP.) 1--a-' _J I_ ELEVATION VIEWED FROM EXTERIOR E' MAX.(TYP) G.A. 3 COMPARADVE ANALYSIS & TAPCON ANCHOR ART WINDOW . DE516'N PRESSURE K WF I I MV 00 a M W JUL S'%McmH'rsL CAPAM N PT Im N R AE RECti. N Rum 109 1$ % 30 1a 2 : : 2 2 3 1i . 40 63 63 : 2 ] 2 2 3 1B x 50 03 a 2 2 3 2 2 3 16 a 60 30 s0 2 2 3 2 2 3 20. 30 a N 2 2 1 1 2 3 20 . 40 73 73 2 2 3 2 2 4 20 . 50 a 56 2 2 3 2 2 4 20 x Go 46 1 48 2 2 3 2 2 4 26 . 30 37 57 2 2 2 2 2 2 20 ■ 40 52 52 2 2 3 2 2 3 28 . so 46 46 1 2 3 2 2 4 26 x 60 40 40 2 2 3 2 2 4 30 . 30 52 52 2 2 2 2 2 2 30 x 40 46 46 2 2 J 2 2 3 30 x 50 43 43 2 2 3 2 2 4 30 x 60 40 40 2 1 2 3 1 2 1 2 4 36.30 41 41 3 3 2 2 2 2 30 . 40 40 40 3 2 3 3 3 3 . x 30 40 40 3 3 3 3 3 4 36 x 00 1 40 40 3 3 3 3 3 5 x 30 40 40 3 3 : ] 3 2 4o 60 !-SW3 40 40 40 40 3 3 3 3 3 3.60 3 3. 3 3 3 3 3 5 . 72 40 40 3 J 4 4 4 7 GENERAL NOTES: 1) SHIM IF REQUIRED FOR IEVEUNG. 2 WINDOW FRAME MATERIAL ALLOY 6063 3 CAULK BEHIND WINDOW FN AT HEAD ,SILL k JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHART, SINGLE CLADNO IS SHOWN, INSULATING GLASS IS ALSO QUALIFIED 6) W4ERE WATER REWTANCE TEST REOUMEMENT OF 15% OF OEM LOAD APPLIES POSITIVE DF M LOADS WILL K UNITED 10 40A P3F 011E TO WATER 7EST PRESMAK OF 6.0 PSF ACHIEVED N TEST. 7) RWWALLAIRM FIN FRAME WIDOW N WOOD FRAME 09040 WIT TWO BY WOW SAIOS USNO .060 NOR. CIA. MALT OR fe SCREW OF S1RTICJENT MENOOR TO PROVIDE MN.1- DWEOMENT INTO 92sSTMTL 0) IF EXACT WIDOW 92E IS NOT FISTED IN ANCHOR CHART . USE ANCHOR OIANOTY USIED WIN NEXT LARGER 9M SHEATHING BY OTHER NSTALAT1ON ANCHOR PERIMETER CAULK BY OTHER FIN TYPE 3N14OOW FRAME HEADER crAnNc (SEE NOTES) EXTE IO PERIMETER CAULK BY OTHER NSTALATION ANCHOR CAULK BETWEEN FIN CAULK BETWEEN i SHEATNG FIN TYPE WNDOW FIN JM WINDOW FRAME THING i• INN JAMB A / EMBEDMENT I,Mm. EMBEDMENT SHEATHING BY OTHERS fNSTALWINDOW TBDHT AN04OATION ANCHOR limEm PERT ETEA CAULK BY OTHER SECTION 2 WINOOYI WL�WT I. WronL I 1' MIN. BEOMQ4T SECTION 1 SHIM YP REO.O CAULK BETWEEN WINDOW FIN t SHEATNG hmm I) THE AWYE ARE P0911YE A NEOALYE SnWC1UTAL DO W LOADS FNWN WIMARARIE A14ALYSS AND HAVE NOT SEEN CAPPED EIY RESULTS OF WATER PERFORMANCE T[STRN4 WUFM WATER PEWAMM TEST NEOMREMEENT OF 151 OF DE91RH WAD PRf SIT OES U BEN � TD qOO PS DUE TO WATER El MASS RUONME I MAY VARY PER RFOlPREMD115 CF ASIM E1300 MASS OIMTS 3) NSTALIATION FIN ERNE TIBDOW N WOOD FRAME OF1 NIB10 TNiN TWa n WOW sARICE T LEM" DsldEOMOsN to rROYoc ENH.1' EMSEaMf11T oNA. KABA 4) i EXACT WINDOW SZE 9 NOT LDTED N MOW UNARY, USE WANT" Ul7ED HEM NEXT LAP= SITE 0) 90 IF REWJNM FOR LEIAM 0. f) WINDOW FLAME MAYORAL AiMOMM ALLAY o0f1 7) CAUl1C 8000 WOW FN AT NEW SILL Al JAMBS. 0) CAULX FON 1MKYER Y.AL AROIRD CXRYV0R OF woof nANM MAX' O.C. A(TYP.) 2 LLY MNOOW EOWSPACE HEIGTH / AN HORS 1 - `�`/ {JAR,► �I `e/''�,,AMV'AX. (TYP.) ELEVATION VIEWED FROM EXTERIOR B' MAX. (TYP) S E F Ho. 42371 W i 0 STATE OF W %#.-'OMAIL •�?�- G.A. 4 WINDOW OF QOiO CIA. QOEM PINOM a �� NA1S Ed1REb SZE (INCHES P� CWACM N PSF PREmm CWAOTY N PSF mom INFLAME IN i1tAlE p 1. p y -y 7• -10 1 1 1 1 4 10 t 40 40-y • -• 3. 1 1 7 f f 311148 do-40 • -p pap N -N • -0 p■ p y -40 • -K 1 ! 7 7 f • pip y -40 A -W 1 1 1 1 3 3 30l40 40 -p N -•4 f 1 1 7 7 1 36 f 44 40 -N • -• f 1 1 7 3 4 70 l• 40 -40 • -p 1 1 7 1 1 { 3090 40 -40 40 -40 1 i 1 p 40 -10 73 -73 1 7 1 4 4 4 >t ! N N -N •7 -0 f f ! • s 4 ]• i N 40 -N M -N a 1 1 4 • 4 Ar40 40 -N N -M f 1 7 4 4 4 i t• N -40 40 -40 1 1 a 4 { • 40 t p y -40 M -/4 1 1 7 • 4 { N a N N -N 4010 40 -10 40 -y 1 ! f 4 1 1 40110 40 -40 4.-N 1 1 7 4 1 1 40940 40 -N N -40 1 1 1 1 1 ! N l 30 y -40 61 -• f 1 f • 4 f N l y N -y N -y 1 1 1 4 { 3 4/ t 40 N -N N -40 1 1 1 4 4 4 M f O 440_400 -40 N -y 1 1 1 4 / p f 30 N -N p p 1 4/ 40 -N -44 1 7 7 1 4 p i N N -N . N -N ! f ! • 4 4 4 p a p N -N N -N i 1 f 4 4 4 p i p .0 -40 40 -4D a f 7 1 • / plp N -y 40-K 1 1 1 • t 40 N -N 40-40 1 7 1 f • 7 sox N 40 -40 40 -y f f 3 • • 4 D a p 40 -10 y -y f ! 1 / / 4 p/ p 40 -10 40 -40 70 1 p y -y 40 -4C 1 1 7 7 7 7 A1N N -40 A t 48 N -p N -10 f 1 1 7 7 1 70 1 p N 40 N -40 ! 1 1 7 7 4 Alp 40 -y 40-40 1 1 7 7 7 / 71 a p 'a-40 N -40 1 1 3 / • 3 n1N N -N 40 -N 1 1 1 • / 3 72 t y 40 40 40 -40 1 1 1 / • 4 711 W y -46 y -y 1 1 1 1 / 1 71 1 p 40 -10 1 40 -y f 1 1 1 • • • p l >• - - N -40 1 1 1 / • a N -40 ! ! 1 1 7 1 pay - - N -40 1 1 ! • 4 1 p1p p -y 1 1 . . 4 pap - - 40-K 1 t t 7 7 ! q a 40- - y -N 1 ! f f • 7 pty -40a 1 7 • • 1 pip - - N -40 ! 1 1 m 1• { N! p f 1 7 f N a N - - 4.-y 7 ! 7 • • 7 INO ILL TWO BY BUILD Dom BY OTHERS CAW( BETWEEN WINDOW FLANKIE k F1LL STIW-i BY OTHERS — PERIMETERCAULK BY OIHERS 7Z FIANCE TYPE WINDOW FRAME HEADER FLANGE TYPE tMm WINDOW FRAME SILL PERIMETER (:AWL BY OTHERS, CAULK BETWEEN FNLERSTRW & BUILD DOWN BY OTHERS 1 1/tr MP EMBEDMENT BY OTHERS. SHIM AS REO D. (SEE NOTES) INSTALLATION ANCHOR. DAZING (TYP. SEE NOTES). G.A. 5 dE?FRAL NOIESt 1) SeM AS RECD. AT EACH INSTALLATION MOM U514C LOAD BEARING SHIM. MA)L ALLOWABLE STACK TO BE 1/11% 2} y11N001r FRAME MATERIAL ALLOY e0e7 CAULK BEHIND WMDOW RANGE AT HEAD. SILL !JAMBS 4) CAW( FOR PERBIETER SEAL AROUND E7 11" OF NINDOM FLANGE S) GLASS nWXNESS MAY VARY PER THE REONROIENTS OF ASTM E1300 CLASS CHART el SINGLE GLAZING IS SHOW *M WATER IMV M TEST fUTAREOUMvEIMW or 1G CLASS 3X �nIQM AD APPLES' POSIM OEM LOADS VXL BE LILRTED 10 44L0 P3 OLIE 70 WA11M TEST PRES M OF e.0 PSF ACMEVED N /EST. 7) 13/1V TAPCON TYPE NSTIiLLATIQ ANOI011 MIST IY GP INSTAarrLLATION 1N SCREW 1d PROVIDE A MN. T-1 4'. ELI1006" PTO SIBS1IN T NSW 1A11pN MIN, AT HEAD AND JAYBS ME OF SWFXMMT LD10AI TO AOtIEVE 1 1/tf YN. OIEDMENT INTO WOOD PRAMNG. 3/1e CIA. TAPOON ANCHOR 4L /e NlTALLA710N BORW TO BE PLACW r MAX FROM CONOl6 • 2B MAR O.C. MAX BETTMK e) BOND om AROUND THE CLOW PDR'm of 1IrIDDW FRAME TO BE B4L7RDw er OTHERS. No DIRK MIST BE OF S(IFAIENT STIEN01N 10 ADEQUATELY "n"FER LOAD FTIOM VROM TO THE SIRUCIURE,S IT NOT NTE110ED 1O UNIT USE OF T1115 S) R&A110N5 SNOB COMLON OO F*jItA PRODUCT TO AESE TWO 000W RAT oft TMS MIFET APPLIES TO ALL CONFIOURATNINS OF FIXED WNDO« FRAMING SYSTEM. _1 ELEVATION CAULK BETWEEN WINDOW FLANGE At W000 BUCK d Q 1 1/4' MIN d EMBEDMENT.����•V••V•4114F D ErreMENT. VIEWED FROM EXTERIOR : g E. F L CAULK BETWEEN WOOD BUCK t INSTALLATION ; V • MASONRY OPENING BY OTHERS ANCHORS NO. 41371 i i � i STATE OF '•? SECTION 1 �, �`1. ORM'''c; - fsof I . (SEE NOTES) FLANGE TYPE 1 1/4 ►RN. "moow FRAME —EMBEDMENT JAMB GLAZING (TYP) v SEE NOTES INSTALLATION _ f ANCHOR. CAUL BETWEEN 1NNO0W RANGE SHEATHING 4 n+t.a ONE 8Y YN)OD PERIMETER CAULK BUCK. BY OTHERS BY OTHERS CAWC Klr%% EN WINDOW FIANCE Al WOOD BUNT(. SECTION 2 ELEVATION VIEWED FROM EXTERIOR YLA JOB f 04-021F is YOOSEF LAVY. P.E. G!ti CONSULTING ENGINEER IF sw r— L ue. am 4 149 NN r OwIF IM • bti.V W T!N • FA r NNU • W 11 7=1 OYILAL Mm 7430 n 214 n PSTMLAAON DETAILS TWO BY BUILD DOOM SBIES 1430/13e0/1e70 DMGNEO PIC URE 111N00W OtMt. OHM AR ""M. qp owTC OK NUYNT 14/10/03 8 e18TALAllg1 1450 ♦h INSTALLATION AYCNOR CAI" BETWEEN ONE BY W000 WOW BUCK A B1FG( 8Y OTHER MASONRY OPENING BY OTHERS FLANGE K' �' WINDOW ° SEE TABLE BYOTIIFPMW�R CAULK \ 1450 HEAD SHIM AS REO'D (SEE NOTES) II SHIM AS 1459 SILL (SEE, PERIMETER CAULK BY OTHER I Sh TABLE CAULK BETWEEN WINDOW Tj FLANGE & WOW Bupc ONE BY W000 BUCK BY OTHER CAW( BETWEEN INSTALLATION ANCHOR WOOD BUCK at MASONRY OFV04G BY OTHERS SECTION 1 ONE BY WOW BUCX BY OTHER SHIN AS REO.O (SEE NOTES) 1456 JAMB — r 3035 METAL GLAZING BEAD — CAULK BETWEEN WINDOW FLANGE N7 WOW BUCK PERIMETER CA1IK BY OTHER WIN HE GENERAL,_ TIER B ESE As,RA NOTES: 1 SHIM AS REO'0. FOR LEVELING.I MAMMAL ,���14441t]4 6063 1 WINDOW FRAME CAULK BEHIND WINDOW FLANGEYAT HEAD. SILL 6 JANOS. S E F 3MM43, 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. M� = o4Y 5) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E13W GLATj` SINGLE GLAZING IS SHOWN, INSULATING GLASS IS ALSO OUAUFIED w L+ i s) WHERE WATER RESISTANCE TEST REWRE3ENT OF 15X OF DESIGN LOAD APPM P%9TIVE• NO. 4Z371 i DESIGN LOADS WILL BE LIMITED TO 40.0 PSF DUE TO WATER TEST PRESSURE OF G.P�w ACHIEVED IN TEST. 7) 13/16- TAPCON TYPE INSTALLATION ANCHOR MUST BY OF SUFFICIENT LENGTH i G i0 PROVIDE A M. 1-t/4- EMBEDMENT INTO SUBSTRATE M INSTALLATION SCREW • ,p STATE OF AT HEAD AND JAMBS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE 1 1/6- MIN. EMB A` ►•••' 2 INTO WOOD FRAMING. 3/16. CIA. TAPCON ANCHOR & IS INSTALLATION SCREW TO BE t6 • , ( O R LO • ()\�� PLACED 6- MAX. FROM CORNERS k 24- MAX. O.C. MAX. BETWEEN. M S •.. 6) BUILD DOW AROUND THE CURVE PORTION OF WINDOW FRAME TO BE ENGINEERED OTHERS. BUILD DOWN MUST BE OF SUFFICIENT S TO AOEOUAMLY TRANSFERBY tt1Ml ,1OMN' LOAD FROM WINDOW TO THE STRUCTURE. 9) ELEVATIONS SHOW COMMON CONFIGURATIONS. IT IS NOT INTENDED TO LIMIT USE OF THIS PRODUCT TO THESE TWO CONHG RAnONS. HO) IF EXACT WINDOW SZE IS NOT LISTED IN ANCHOR CHARY, USE QUANTITY LISTED WITH NEXT LARGER SIZE TABLE v C> ( ANCHOR —INSTALLATION %7 CAW( BETWEEN WOOD BUCK III MASONRY OPENING EXTERIOR By ODORS SECTION 2 ELEVATION VIEWED FROM EXTERIOR ELEVATION VIEWED FROM EXTERIOR GA SA OMPAIIAIRE MALY= . M804M GIVAT RW 901O L AILWAIMM. SOND 1330/1630A470 aL PtOl P. 1A wm .1441I1 4Y • 1ns1A WA4 s Jv 4444 on 4r4� 471 s fY1F14w4r rr 4wr a OR74w4riw a44w 4w 4s Wu14w10 I4fwAY W/Ail( r 4A41AY B®1OA 16WA®w A1N4 1-1 441waw I44p1On 4tl7N/ wort avow 7W[4IAE CAPACITY M acm 4m=m 0PAf17Y MIT mom PaImm wAQN' M a CAM 1E3o mu. a Eum own 31L ANC A% 30 T 7 1 1 1 ! 70130 30140 - -47 70 1 73 -41 7 1 7 1 1 a 30 1 ]0 -70 - - 7 3 3 1 1 1 3 1 t ! T 1 1 1 1 1 1 3 30 x 73 - -M 1 1 ] 1 1 3 34 % M - -34 - 1 7 1 I t 7 30 x 3o _ _„ _ 1 1 1 3 1 1 36 x 44 - -N - 1 7 1 1 7 3 ]4 % 13 -N 1 t 3 ) 3 3 Mx 10 - - - 3 t ) 1 q% q -q 3 3 1 1 1 1 1 7 1 t ! 3 40173 -31 1 f s 3 1 Mx48 - -47 - 1 1 1 3 3 3 N% 30 - -U - 7 1 ) 3 3 3 N x 40 - - -N 7 7 3 3 7 3 N■ 73 -01 1 1 3 t t a M x 30 - -4M - T 1 1 3 1 1 1 1 3 3 1 1 1 3 3 3 M 1 3e - -•a - t 1 1 3 3 3 M x 40 - - -47 1 3 3 1 T 3 44173 _3 0 1 1 3 t 1 4 0930 30 - -45 - 1 1 1 1 7 1 40 x q - -M - 1 1 1 1 1 1 40 x 44 - - -41 3 3 1 3 3 ) -W ! t T 3 1 1 4o x 73 -M 3 1 3 3 1 3 731 30 - _ _44 3 1 1 1 3 1 nxq - - -11 3 s 1 4 4 1 73 1 M - - _30 3 3 T 4 4 1 13 % 3o - - -30 3 3 3 • 4 ) 73 % 4o - - -M 1 3 ! 4 4 3 HEICTH YLA JOB 004-346A YOOSEF LaVI, P.E. CONSULTING ENGINEER 9M FAT LANE, SLIT( / 106 glWOw11 Y•b.ial /!./6r11�•4W4I RII INSTALLATION DETAILS TWO BY BUILD DOWN DALLL TEX11S M43 T: (314PN0-0w9 F:(710340-6067 AILS 13650/167 50/10 DESIGNED PICTURE WNOOW FLORIDALICENSE J42371 ,..1. AR - FA , N/A r4o.' so owrc 10/14/o4 ae .wwnol B 1351 -AWY 1' MN. smamNIO ENEIEDMEI By OiIERS CAUIX BIND nw-- EH By FIN TYPE FRAME HEADER � fOTO 1iOiES EXTERIOR FIN TYI; FRAME TILL 1) DESIGN PRESSURE CAPACITY OF WINDOW k INSTALLATION IS 40.0 PSF. T) INSTMLATIOM OF FIN FRAME WINDOW IN WOOD FRAME OPENING TIT" TWO BY MOOD STIRS O.On NCH. CIA NABS. PLACE .099 NAILS 6' FROM CORNERS MAX k 6' OX— MAX BETWEEN. 3) FOR INSMALLATION OF FIN FRAME WINDOW IN WOOD FRAME MONO WITH TWO BY WOOD SUM USING /6 SCREW OF SUFFICIENT LENGTH TO 8II10 am PROVIDE MN 1' EMBEDMENT INTO SIJBSTRATE PLACE SCREW / 6 MAX OTHERS FROM CORNERS A 24' O.C. MAX. BEIWEEL RMALATION ANCHOR 4) SHY F REG IRED FOR LELELANG. S) WOW FRAME MATERIAL ALUMINUM ALLOY 6063. 6) CAULX BENINO WNDOW FIN AT HEAD, SILL ak JAMBS 7) CA" FOR PERIMETE7L SEAL AROUND E7(1EI60R OF "HIM FLANCE. 6) CLASS T600ESS MAY VARY PER THE REQUIREMENTS OF AMU 1300 CLASS CHART. SINGLE GLAZING IS SHOW/4 NSIR.ATM MAW IS ALSO QUALIFIED 10) ELEVATION SHOW COMMON CONFIGURATIONS R IS NOT INTENDED TO LIMIT USE OF THIS PRODUCT TO THESE TWO CONFIGURATIONS INS SHEET APPLIES TO ALL CONFIGURATIONS OF FIXED PICTURE WINDOW FRAMING SSTEM' PERIMETER CAULK By OTHERS SHIM F IlEA 0 MSFALATION AHO43H CAULK OEIID FIN 1' MIN. EMBEDMENT I ELEVATION VIEWED FROM EXTERIOR 2 S E F L \M7r 74 W. 4:n1 y � W G STATE OF _ '`..� a 0► . � � TitoM XX (O R I •� FIMM AO MAL GLAZING (TVP.) SEE NpTES FIN FRAME EXTERIORL� LPEMW WIIDOW M1O1H BY a SECTION 2 2 I FI FVATION VIEWED FROM EXTERIOR 1' MIN. EMBEDMENT I CALAK KNINO FIN. ITALLATIOH AN(SWR R CAULK VLA JOB /04-021E ! !T • . YOOSEF L.AVY, P.E. � `L� BP"yI" CONSULTING ENGINEER Mlr1 Y•NwiAW >r•Far11■1•YNB RIM Bmo r0Im7 USG am / we IAMA4 MM 7043 A3:7:►!lY DRAWING (214046-0" 00 "Do /ROM/fwm n m wmw AT i N/A H1/bo/b3 8 NRAL101 1f 07R CoNal E OR MASON" OPOPNs BY OnlNs ONE MY W= BUOA IT 0114" s m As REa'o-1 (SEE NOR!) 111N000 By onERs RE76MET101 CALLN sY on+on QA3m — cm HORS) ccru m e1MTAU.AAO(N ANCHOR NNR STALLAVOIN ANCSHN AS AM ONE BY VOW eirTa HS ARE 3/1r MA, TAP= On NOTES) OWN By 011Qi.i' NOT KC'a) CALLx !EI Ei11 DOOR ►HAZE 1601300 SUCK M ipQINOA /NSf1101 ANCHOR By OTHOO rGL40 D �wNORT a! ME C 1 (m Hoes) Ar MAX 9W !PACE CONORM OR MAtOHM11' D OR�IQ D By 01N00 A NSTIUArM AN04M 3/Ir OUL TAPOOI D CALLN 69rN1fN WOOD am • TRAM By alum INDOEAo PE11fLR11 GiRxIL w 011mg it DOOR SY o31E1W! 1-T 4' "Doff OR DOOR MOM 1 1 ..' 4 . 4 • 4 1UKT � sm OooN two SPILBIED OF �O"LMSM . 4 ' ' BLAallo / (sEE HO1FS� COMORM OR J WWALLAVW ANCHOR MASORI OPOMW SECTION A -A 3/16' CIA. TAPCON By aaav M® Y OIa NAMM A11A••M ULM 4IIa T� fM � l m AMON MOST Bx a wmaw {MRN 16 AOIK UK MMIO OFwill1/r MN ALIUMN TAmI BB7MLABA MEMf HER 10 LINK M AIL FRAOB domm '] MNE LANZ MU RIB PA SOL a BMNIMI BA SOIL 0 MALT SOON nE E IMF SMTf M ANCHOR ~. 118E AHOY MIMINY IAIm WIN NOR Lomew ML FOR lK AIRROMw mf � mm RPWW •00WR 1.� BR GLWW •nSUNM SORT an • ourMMAIEN IS Allow OWING, m"" GLA! !� flax MAtM ALEOII AARI•. 1dMlD <ANRS A/ WINDOW MAY UNIT M RM w W s GLAf OIMtt h AIL RACK AP1om 0aO IMF sSMom Is wm Nam sNM• R mm TIN • soRs or Y11001T UMN f VNWAK O4 wr eNONfR Nf 11111111 BOMB. .. mw fL oM ARE a f was WIN A BRML A M wm Kom 1 NI MMa Ar Vx ST v MRMIAIA AIIOEGL MML AL{/ffx BIMI S61MI 10 f 1/w: . n ALL 6MTMUlM MOM Inn Q MIM O a� AM MR MASK" W mm Y wM u MINING RM` AE Y ova NO vim ARI/WO BMNMNAIMNB ARI f Low MI SM1A11A1 MMRL 13) Nor ALL SR•1aMo• UOMP A•OML M10MI a N BRAfK t1BInM1 BMFAIIMOI >t•Ww •A-r. 1-r • NWO S# mcm AIW4LY in NOYIABMI I ANL AAn1M10 4MIMM►lM1a to)) NIA AUOML M'AONI tHAs VA M01 mmo A n w aC 1f1 SOIO 40 am" WI 001 M MIL in MIT AM on= f 430 • 40 omm 1 OWN OOM1 ■ A41M m M am Jam owmaL IN1 smww S 01011mW 1M�M01 A AOR.10 1-L.' un. BISNMOR WR6 BAMMpIL A\AQ 4N "m r N131 mMRRO • w as M4a t/4' MAL " SPADE SECTION A- TAPCON INSTALLATION CHART CALL DOOR IGZArg UP10AISP 46 ►Sf InZ OP IO NIP r0 46 Par SIZE SIZE 43 PW • TO so W 70 70 PW brw To m TO 70 OP Ps OP rs or OF OP rS I'm OP s0MS 14 OTC xx om M om ] J 3 4 3 4 4 owNO. OTC xx 72 x m 4 4 4 4 MOMS MOK Mx om x e0 6 S 3 4 7 a 6 100e• 14 OK W 120 x om 6 M 7 4 3 4 s am NO.OL xx s0 x !e 3 3 3 3 4 3 e 40MS 3106 OK xx 72 x 11E 3 3 3 6 4 ! 4 •Om 1% 016 xx >M x fi 4 a a 4 B 4 6 •OMS ONO 109-3A x m ! S e 4 ] 4 0 12OM ONO 146-SA x e0 7 7 • 4 ] 4 S. ISM Old) 191- 3^ x so • to 11 4 3 • 4 S 71010 a= IN x p M I S 6 4 6 e SOUP ONO tOF- A x M S B • S 4 6 e 130110 OO 146-*^ x MS 7 6 • S 4 6 • 130111 on _ 1J 4 Boom JIM 1as-,Ax 0M 6 6 4 3 4 a SO i7i- 4 is a IoH x e 10 1i 7 4 e 76om MM om-yM x M • 6 6 6 4 a 6 BOMO 101 10M-s/r x •B 0 S 6 ! 4 e e 1mM0 lac 1a2-yw x •6 7 a e 4 6 s 1 130M WOn f000f 144-N x om 7 7 M 4 3 4 4 S IBM 0104. M " Mom • 10 11 4 loan 0104 70001 12�aAN x n M." • B 7 3 i B 120M0 010mL Mx10( 144-6A x MS 7 M • S 4 e e 14 s vOor rMrnH A DINE BY ROOO M1Nx BY arm a 4 ItE11 OR MASOM E sn�oo w ones By anon A WOOD � EXTERIOR ELEVATION Slam CLASS am NOON Sw MSTALLAr10N MCHO R AANO GLASS 3/14' CIA. TAPOON `` SIAh Tj • , OmNIatOOt J' ... f (Cq. HOOK STRIP DETAIL 3: rF : 1061 �.Owi1, }x AIM•Pl �B nwt•D+Ir II 73�1 k0 "nut wW� 1M1Rr/s 'ATL 1t. SERIES 420/430/440 SUDINO CLS DOOR ALATION OETAAS NL 02�7p d T• OZ 2 I B GEN-OOZ4 �� .�s� • rwrt• 1r�.a .a s� as L. a es..1a w� f —d OF f� M OP ii1 G" METO®1 VOW nA01 a UArY OPQMa By Brim cavalaw 100 eY 1000 SUCK Ae10 = Y 3/1r aA. T1VCOr r mar dti� N. ORES a 13-1/r at t141C BY OA 2RYfaf 2aal= It" RY OR,OL! (s1I WK 14) •.� 949 AS b (SU NMS) \ 4 4 0 A SILXX NY of POW CAIIM 61W DOOR txlwal OtAbr.O — (SEC NO/es) 1Mt As pan —� ANOW pa SOT 01,1017 A" FRANK� oem r('ss A1O sM01[i) ►OKCM NY 0"4m - my OTHERS ROOK tf 011 I DOOR 11g11I - 11-1/4, ML oreO,ew� INSTALL • t-1 • rt. CALL DOOR SIZE t SIZE IN CONn1OURATION 04 WS 45 N p OR MASONRY ap OPIUM am 1n OIL XX p a {D 3 LAm S GOES V* no 231 . Gomm 1Q Oa, nI U. a0 X N 3 f R0. 04 R ff 3 _ a0a01n dl XX W N ■ N • p L TWO By 0000 SUM ANOWN 31W DNA 0 TA►OW f' row ow a 13-1 or a.C. MAX, h CrAI tf p NVALLA" ANCHOR p P SeuIN IIXD am as my MAYY O>•o" fY ORIM �2P� x 2 28 OR {fa BUCK fr O1tERS §EcnON 0-I± (22 rtic 14) >W R1O P-&M i NOW t0•-sA a e0 7 a OXO 143-3A R W 7 OLD to-AM,X so e Pro N-y+ X N s No IO-vA R N 4 afa 143-1h X fa 7 lilt-2a ix T/IA x so aX 100-.AE R e0 S W 142-w X N 7 ROE 17e-4YM X N a O as-Wis X N S n M-.R M A. a fol 1q-f048 X N -0 7 Olft 3cp= 144-1000 l f0 7 am XXXX 2-e0amIon20-aA 1:Lq R N { MASONRY OPOUY• 1400 R110U ak RY 01" Mt d MM'Y apoem M] fY OR4q OR MASONRY E • { OR IIASOIIIY • orofM 1CIaAUY AAIY (J LLlrlf • 4 •AVE—Q 4 yl 4• MT Kom aIRSS DOOR 4 a d !Y aMlli Now SWAP f UIIOO s" aR X7 SLL N M OF CONCAVE . d 4 d I SECTION A -A a UMIATIDI ANCHOR tt0a� 3AS. pA T1rm1 I OOWI Wlpl(: A11AIMr ALLaT fOA T >� TrOOI fl.[ NUMUFOr Al"M 0 1M . must t v -rn—I IDMM N --KW Hal Qismnn or /-, O ..If MONDA► 01 OOOML P fan MIAIIA80 routs IAAM a OFUNP OMrt UM M M AOIM A UK aflmron Or I` WW IM ff Poet NaL AAIMPA 1/ N1IilA1N Polar q r /fAAI[ w.. m P 11f[ tl1{x rot IifiIR1D >[!i AOOM Ool�fa O Oooi mm " row fae• SM t MT USED fl. OGOUASMo AMOW ONWI. Os M*W OIINOWTT 1,131111 WrRI ton MRM \ fat, taa we AVrf/S4/e fDSI P R coons A[Mto _ 111 _ q Pam" ow SEES UK CLM" 7) 1ofORA fUO elltet >•Os QLAlAlftAUM�am AHIIfrO, 10ANOt01 Was MTOfMts OATWM rq OW AOOIq C00 ar 4fM1 n>D 4tAfs OYA TS *TACK {l NIL Pawl AfRp IOU! MOT oc"o nw 14.4N bola vow t 1fA! .M P •Oats 4/ awcl IT to" Is Nrelac TAIL I' 04=N IT ant To or teas WAIL x 1111 r Vn, qn MO / >k COMMON ASK 14 R */AD PP A OWL MALT MAN XaM 0 a f10OW ,4) 90 S OEM AT CA, 7ft m OWALLA101 tffl f MM MO a- OW WAX ANOrrL IM WAOI IO 3 0001 1I)) ALL MTAtiApl road MAW R WN Or LasleOal Asi/011 MAIN" STRIP 12j OW 1 A r ININAWls OVAN PA1aL AIM d NOW2104fe NOD Ewa ANODIC o0aSM MO AK AS � Mta d .OTAO IM awn. (See NORS) ANCHOR 1S IOU ALL mls1f1 sm UMIO A•OK AK AIOTM. 4» Ilsf neiaul MIAWIMI !CIAO 'A-A;'f-e- �IA/�OOI1 4 now Sw OCTAL A1.C. p .RfKUATOI' d/ ALL rMetO ai�a ift t.) IIAX AttOMMt Bert aeHm vocia ro•00 a, NtAIic sLL a fU se QG StxMla CLAM OOOE Ptl111OOI tf$i >dO .y 1e•O fAD saa a faAIA M /ONT AUM Af.tif TO ati O .Y fbld 1.1 tx! Ot >p 4m N a[ UDIR6Y rAe to stria 1R ff�In1AIL r.eflflIl we 1fAf " LLAMA►, 01PAW" s aNx HOOK STRIP ETAII in 11"m PK4=m Coto" or T.1mal A a 3Ae /Or. Tallaft RLL i N LOGO 3 3 3 3 3 e 4 s` s s � • 7 • 1 7 • 4 3 3 3 3 33 a 3 4 S S i • i 78 7 • • a • a f 7 7 e 7 e IQ 4 TO 11 • 12 14 S 6 i S f f e e e { 7 f e e e 10 12 a of 13 to 13 If f s • e a 7 � 7 e 7 • IQ to 11 f 12 14 3 i • g a 7 • f s 7 to 11 a if 12 to is 13 7 a 7 e a 4 11 11 10 E3 1s 4 a 7 • a • f • It • 14 e „ f0 ,. 1117 • a A EXTERIOR ELEVATION � i �' �. eI� .eslrPr • C�M1a TL 1la33 • Nl Ra It101: • Ri14 a! )Sol) = R SERIES 420/430/440 SUDINC CLASS DOOR # s �•S Yi1'� t wiTA/LARaN aciAx TMTH TMO BY I= N MASONRY -•cant•••- I I IZ/03/OZ I C I LOCH-ws� R .r.r w waver �.w wn. .•r Aeww• a e..i a ww wa Orr iu„re r rrr Ar r rVaW Iauwu viovorvv N r GENERAL ALUMINUM CORP. FLANGE HORMONTAL MULLION DESIGN LOAD CAPACITIES HOR2:. EXTRUDED ALUMINUM TUBE MULLION #I"$ 8H 8QE8 WHEN USED FOR MULLING TRANSOM MULL SPAN> WOW. MGT. V 53.000 61.000 74.000 90.000 90.000 96.000 105 250 25.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 28 19 50.625 168 112 65 49 32 25 17 54AM 168 111 64 48 31 25 17 55.625 168 111 64 48 31 24 17 63.00D 168 110 62 47 30 24 16 72.000 168 110 62 46 29 23 16 84.00D 168 110 62 46 29 22 15 NoTul • CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION #1445 tuED HORIZONTALLY. • CHART ASSUMES TRANSOM FEGHT TO BE ONE HALF MULLION SPAN OR LESS. • WINDOW HEIGM SHOWN ON Ir AXIS OF CHART DESKWTE HEIGHT OF WINDOWS BELAW MULLION AND 00 NOT NCI MN TRANSOM HE1GW • READ MULLION SPAN AND WINDOW HEIGHT IN INCHES. • DESIGN PRESSUFtE VALUES ON THIS CHART ARE IN PSF. • DESIGN LOAD CAPACITIES SHOWN ON THIS CHART 00 NOT CONSIDER ANY STRENGTH OSTAINED FROM FRAME MEMBERS OF ADJACENT WINDOWS. • Dew - LJ175 • CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIOA BUILDMG COOS PREPARED BY: 1150 LOUISIMM AVE. SUITE a WINTER PARK FLORIDA 327M PHONE 407 6224334/ FAX 407 0=4M5 CA020031D 204we- o 01-1201 MULLI^" ANCH BRACH WINDOW FRAME JAMB (TYP•) ;TALLATION CHOR V.) #8 SELF TAPPING SMS (TYP.) MULLIM" DIE NO. 1448 SECTION A- A EXTERIOR ELEVATION NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1448. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. DETAIL AT SILL IS SHOWN, DETAIL AT HEAD IS SIMILAR. 2) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1' MIN. EMBEDMENT INTO WOOD FRAMING. 3) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OR OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 4)DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS f62.0 PSF. MULLION ANCHOR BRACKET INSTALLA ANCHOR (TYP•) two: GEN-0457 MULLION DIE NO. 1448 TWO BY WOOD FRAMING it4""a s # $ #if 14 • Q'. P , • w SEE NOTE2 (. SECTION B- BT�: 6 �G r� GENERAL ALUMINUM CORP. I CARROLLTON, TEXAS ' FIN VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1448 AM-11: ---- oat BB " ' ---- 17 /n5/n7 ---- I'J4'0 HALF Im"'---- I°'a'GEN-0457 pposm " pm=w smommy mwl tow IAMMY jkw- � ►MR n~ 3vm mm Y7-@3l-&m rox Y7-ou-af N GENERAL ALUMINUM CORPORATION VERTICAL MULLION DEWN LOAD CAPACITY CHART ALUMINUM MULLION DIE 0144! RN VERTICAL S.H. ums WOW. wrx s wvw. H=. V 18.125 25.500 29.600 38.000 47.000 52.125 25.000 1245 1151 1151 1151 1151 1151 37.375 469 383 360 345 344 3" 49.625 236 184 188 152 141 140 53.625 183 142 129 115 104 103 54.625 172 133 121 108 97 98 62000 115 as 79 70 61 59 72.000 72 54 49 42 36 34 84.000 44 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 0144 WHEN USED TO MULL FIN 804OLE HUNG AND PICTURE VANDOWS READ Wf4301N WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD BE ChECKEDE IN EACH SPECIFIC CONDITION. DRY ■ LJ175 CALCULATIONS S PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2WI FLORIDA BUILDING CODE PREPARED BY: PRODUCT 7EcMN oLoor coliGOMt"m 1150 LOUISIANA AVE. SUITE a CA020037 WINTER PARK FLORIDA 327BO 29,hI►M PHONE 4W CM-63M I FAX 4W 822-8335 01-1201 s N GENERAL ALUMINUM ALUMINUM MULLION, DIE #1"2 WITH NO REINFORCING BAR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL SH SIZES WDW. WTH. > WOW. HGT. V 19.125 25.500 30.500 37.000 48.000 53.125 25.000 1062 987 987 987 987 987 38.375 410 340 321 307 307 307 50.625 216 172 158 143 133 133 54.625 169 133 122 109 99 98 56.525 160 125 114 102 93 91 63.000 107 83 75 67 59 57 72.000 70 54 49 42 36 35 84.000 43 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 1442 WHEN USED TO MULL SINGLE HUNG WINDOWS AND PICTURE WINDOWS. READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dmax w U175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUIUNG CODE. PREPARED BY: PRODUCT TEcHNOL.00YCORP. 1150 LOUISIANA AVE.. SUITE 6 WINTER PARK. FLORIDA 32789 PHONE 407 622-63341 FAX 407 622-8335 ��`,191600090 40 • •4'-� • Ntl • , laf��f � : try 211 , 1%4alwai 5_ CA020140 18-0043 024MM "7946 INSTALLATION ANCHOR (TYP.) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP-) GEN-0454 MUWON G'.A. 25 I I t l DIE ' NO. 1442 I II I I II I MULLION ( II f ANCHOR ( (I I BRACKET I II i INSTALLATION 18 SELF TAPPING ANCHOR SMS (TYP.) SEE NOTES #2 do #3 CONCRETE OR MASONRY SUBSTRATE SHOWN, WOOD ° FRAME SUBSTRATE ALSO APPLIES MULLION DIE NO. 1442 SECTION A- A Him EXTERIOR ELEVATION 9-11-02 A REMOVE ANCHOR SPACING DIM. DATE I SYM. REVISION SECTION B- B NOTES: 1) MUWON INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MUWON, DIE NO. 1442, MIEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MUWON TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/40 MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USING 010 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/80 MIN. EMBEDMENT INTO WOOD FRAMING. 4) MUWON ATTACHMENT IN SECTION 8-8 IS TYP. AT HEAD k SILL. 5) 1 Ir OF MUWON AS SHOWN ON THIS SHEET COMPLIES WITH THE 2 D G CODE MATH 2O02 REVISIONS. IT IS THE RESPONSIBILITY INE COMPLIANCE ON A SPECIFIC STRUCTURE. C • GENERAL ALUMINUM CORP. 3 : * CARROLLTON, TEXAS 3 - FLANGE VERTICAL MUWON INSTALLATION DETAIL 4. FL `'° ALUMINUM TUBE MULLION, DIE NO. 1442 BB J �•• Mw ---- °"'` "''"''°' ---- °"'C 8/21 /02 BY •.; as'd 4 441-0 rrl" ---- �` HALF "'u---- o■o Nac :N-04& EXTERIOR ELEVATION 9-11-02 A REMOVE ANCHOR SPACING DIM. DATE I SYM. REVISION SECTION B- B NOTES: 1) MUWON INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MUWON, DIE NO. 1442, MIEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MUWON TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/40 MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USING 010 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/80 MIN. EMBEDMENT INTO WOOD FRAMING. 4) MUWON ATTACHMENT IN SECTION 8-8 IS TYP. AT HEAD k SILL. 5) 1 Ir OF MUWON AS SHOWN ON THIS SHEET COMPLIES WITH THE 2 D G CODE MATH 2O02 REVISIONS. IT IS THE RESPONSIBILITY INE COMPLIANCE ON A SPECIFIC STRUCTURE. C • GENERAL ALUMINUM CORP. 3 : * CARROLLTON, TEXAS 3 - FLANGE VERTICAL MUWON INSTALLATION DETAIL 4. FL `'° ALUMINUM TUBE MULLION, DIE NO. 1442 BB J �•• Mw ---- °"'` "''"''°' ---- °"'C 8/21 /02 BY •.; as'd 4 441-0 rrl" ---- �` HALF "'u---- o■o Nac :N-04& INSTALLATION ANCHOR (TYP•) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) G.A. 26 0" ' GEN-0459 I ( MULLION I II I DIE NO. 1442 I II MULLION i II I ANCHOR I II I BRACKET I I I I I I INSTALLATION ANCHOR #8 SELF TAPPING (TYP.) sMS (TYP.) a o v j 4 v 4 0 4 a 4 ° 1-1 /4" MIN. SUBSTRATE ° a EMBEDMENT SEND 1442 SECTION B-B SECTION A- A V EXTERIOR ELEVATION NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16- DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1 /4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MULLION ATTACHMENT IN SECTION B-8 IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE MATH 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 :RE—CAST NERAL ALUMINUM CORP. :���ati�.• F I e. ,`� �•���', wn�CARROLLTON, TEXAS SILL MULLION INSTALLATION DETAIL a.. S UMINUM TUBE MULLION. OIE NO. 1442 -BB - ow mm'12/05/02 Yp,TE�' wr�r: * AL HALF wu ---- own MaGS-0459 _-- ii► " . +• O R low a+r aa' low t m"m a,a_ eta POK Pm" anw wws as-m-w4 rs 4at-m-a m G.A. 28 MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) m WINDOW FRAME HEAD (TYP.) SECTI❑N A -A noli - - I Ll INSTALLATION ANCHOR (TYP.) #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 SEE NOTES --) #2 L #3 MULLION °°4F DIE N0. 1445 ° D MULLIONANCHO ° a BRACKET v i SECTI❑N B-B GEN-0456 INSTALLATION ANCHOR (TYP.) a ° CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE ° ALSO APPLIES. v ° 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 ATTACIIFIENT IN SECTION B—B IS TYP. AT JAMBS. 5) INSTALL 'j4:BC- s i LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA �=J�HH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERM 10 Mir SPECIFIC STRUCTURE. EXTERI❑R ELEVATI❑N,, ,`✓Y1 -9.• • • - t-479 • GENERAL ALUMINUM CORP. CARROLLTON, TEXAS IMID FLANGE HORIZONTAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1445 NVA I oft BB I Aw *% ---- I oAm 8/21/02 vTnr' __-- oc" HALF wrn,---- ''GEN-ash !ammo R powwr viz Mr. � um= fmw. vAw= rna6 m� ar,w nos -wy-qvw� — w� Srw r AFob ONE 0Y 8000 - - WCK NY OVIK ANOIOR. GALAK eET■EEN I /wsrALL.AaON \ r It Come 0[ 16EEN 64MOOB It Al.a r .000 euoK /r 1 1/4' YIN d ENOCO.r(NT I SraM Ir REob. Ya NIYI No CAIAK NIm EXTERIOR Kft"TtA By OB<o rLAMCA TYYE WHOM INAIIE — IAYB 6ERYE1[11 CALAX BY Omms MNDOM MOM FXTERIOR J WINDOW NCT. I r i U, C Q PKt CAST sLLL OY CMAJ1 GEMICa WINOOM I'LANOE • PIE CAsr sill WIN VIAALM IIO AC6ts1VE CAULK OR SLUION 1 m4`RONw EOUAL G;NEPA' NOIESS I) SMt, I REO.O. FOR UVELING. ]) VA.VOM FRANC MATERIAL ALLOY $063 3 CAULX DEIRND UNOOM /LANCE AT 14CAD AND 3AM9S. 4) CAULK FOR PEMXTER SEAL AROUND EXTEIBOR Or BLNEIOW FLANGE S) Or m WSW" 91DNN APE V= OL LRNUON WAolY OINT 119SSM FOR MASS MOO11S5 YtD "I RE OEIDPill MT ASM-1100 Q= D NO lK 9WtQ Sf VAUIE WRE VKO 1L0 Ot90C 6) OM 1411:1 RmImm TEST Kawa R Or 13E or OESION I" WPM OE901 (OAO at R W RD 10 40OO PSr, DA 10 WAU IM NIEWUNE OF GILD PST AOOM ON 1131 6) NSTµLAna RAMC[ MINE MOOR N OOIIOrR OR YASONNY OP(NNO U94 3/10' TAPMN NOON or S: nMol L NIN t0 IN NDE 1NMA7 1 1/4- EMN=W 010 AIBSIRAIE AT LKA106 S I M ON CHABI 6) 4 t■ACI 11FOOB 91L 4 UP USRD N ANOION OIAll. UIL MOTOR DJAM IT USRO IIM NLXI LAHQP 94 •ONE BY MOOD RICH BY OMB .__ I 1 //.' YM. ._--�_--E4IrllbYtN1 16 sNw w Rtoo INSIALLAPON ANCHOR a CAULM. BETSEEN Ia000 9" • YASORRY O►CN4.G OY OWER's CAULK BLtawM WPIOOM FIANCE �3 BOLO 04K SFCTION 2 Ymnow WD". C. 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AAiI #! _ 1 17,•Nw-N•4 r:/aN�S ' • O it%0�•' V I FLORIDA LKENSE 0 4337' •L 114w•L 0 IB166■N al - G.." a IIis•►a a. aim -Mara aw Asstu&V DIIAMNG "CS I.J. ana4MN1 fa a Na waC ..wa ■Noo. ew e•n N IY M/A C] OS/rs/04 1'] fMSlµAaoN '.S: CJ1P CJ3P cI O CJ,)r 0 EJ7P ESP ice, (011,.) ( 33-0-0 M 1�A u U C..) IA M o 0 o � 7-0-0 - LEDGER BY BLDR. CJIP CJ3P CJ5P EJ7P EJ7P 0-3 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: 1OX33 PORCH DATE: 10-20-99 REVISED: 1 1-07-05 SB33SHRT (0I 00 w Q IN ACCORDANCE MATH 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. ® OFFICEV(321)254-E1581 LBFAX: (321) 3 54-1582 ❑ 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 4 r DESIGN BY ACJ ACAD BY KSM DESIGN CRITERIA COUNTY: - CODE: FBC-ASCE 7 LOADING: TILE MNF SPEED: 120 M.P.H. SCALE: 1/8' = V—O" EXPOSURE CATEGORY = B MEAN HEIGHT: 15'-0" IMPORTANCE FACTOR = i BUILDING TYPE: = ENCLOSED TRUSS SPACING 24" O.C. EXCEPT AS NOTED FLOOR GRAVITY LROO TC LIVE: 40psf TC LIVE: 20ps1 TC DEAD: tOpsf TC DEAD: 15psf BC UVE: ODpsf BC UVE: OOPsf BC DEAD: 05psf BC DEAD: 05psf OUR FACTOR: 1.00 DU R FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT BCLL tops•( FBC TABLE 1607.117 FRC TABLE R301.4 (NOTE B) '. CONCURRENT BC STORAGE LL 20pst FBC TABLE 1607.1.27 FRC TABLE R30IA (NOTE B,G,H) NON —CONCURRENT SC MOVING LL 2001 FBC TABLE 1607.1.31 DEFINITIONS MWF = MAIN WIND FORCE TC = TOP CHORD DC = BOTTOM CHOIR LL = WE LOAD OL = DEAD LOAD psf = POUNDS PER SQUARE FOOT I = POUNDS 0 I Ir ul 0 fL 0 c6 I 10 SANTA BARBARA 60 50-0-0 ELEVATION 6 2 — CAR 2-8-0 47-4-0 TRAY 30-8-0 Wo 50-0-0 lz� 0-4 A EAST COAST LUMBER TRUSS DIVISION CUSTOtV9ER: ENGLE HOMES JOB NAME: DATE: 4— 1 4-04 REVISED: 12--21 -05 PAGE 2 OF 2 GARAGE LEFT SB62CTRL Ln co w F— (n IN ACCORDANCE MATH THE FLORIDA ADMINISTRATIVE CODE 61C15S-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 L. 32935 OFFICE: (3� 254-1581 DO AVE. LFAX F 2(321) 254-1582 5285 ST LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI—B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. • , PLATE • ' PLATE ��II�����ZIA DESIGN CRITERIA COUNTY _ CODE: FBC—ASCE 7 LOADING TILE MNF SPEED: 120 U.P.H. SCALE: 1/8" = Y-0" EXPOSURE CATEGORY = B MEAN HEIGHT. 25'-0' IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF IC LIVE: 40psf TO UVE: 20psf IC DEAD: l0psf TO DEAD. i5psf 6C LIVE: OOpst BC UVf: OOpsi BC DEAD: 05ps( BC DEAD: 05psf OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON -CONCURRENT BC LL tOpsf FBC TABLE 1607,1127 FP.0 TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20pst FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B,G,H) NON -CONCURRENT BC MOIANC LL 2000 FBC TABLE 1607.1.31 DEFINITIONS MNF = MAIN MIND FORCE TC = TOP CHORD BC = BOTTOM CHORD IL = LIVE LOAD DL = DEAD LOAD pst = POUNDS PER SOt1ARE FOOT j = POUND ACAD BY: KSM 1 cu U-) U") 0 N 0 I slx 50-0-0 2-8-0 47-4-0 11-e-0 i 10-0-0 19-4-0 _ _ _ 30-8-0 50-0-0 M MANTA BAR BAR ELEVATION 6 2-CAR TRAY O z o O z (n Cl ; p U L.Li Li.. '- Li 1 J L, Ocn (/) m0Zco 0 m Q < O o►- Wok~m a 0 ?�OmQ_j z p U) D Q 0 � cu �Q zwL,1� LL_ m p > (n 0 Op o�=�zp _ I, (-Dcy Ld O z (If I,_ �O0(n�� Q= �0LL) (LoO (n v_)~ �m000�z w (.) LL_ i 12' �cf) (nLL.IwLL-(nQ O (n ­3 0- o L1_.I Jm mLLJW Qm O m D _ _ O �Q U)I—I—JQ EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGL E DOMES JOB NAME: DATE: 4- 1 4--04 REVISED: 12--21 -05 PAGE 1 OF 2 GARAGE LEFT SB62CTFL c� Ln 00 r- (n 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 +MTH THE FLORIDA BUILDING CODE 2004. ALL OTHER BUILDING CODE DESIGN REQUIREMENTS ARE BY OTHERS. ® OFFICEAVOCADO:(32 )254-E1581 LBFAX: (321) 3254-1582 ❑ 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. HELD BACK 1" DESIGN BY: ACJ A.CAD BY: KSM DESIGN CRITERIA COUNTY CODE: FBC-ASCE 7 LOADING: 55psf MWF SPEED: 120 M F.H. SCALE: 1/8" = i'-0" EXPOSURE CATEGORY = B MEAN HEIGHT, 15'-0' IMPORTANCE FACTOR = 1 BUILDING TYPE. = ENCLOSED TRUSS SPACING 19.2' h 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40psf TC LlW 20psf TC DEAD IOpsf TC DEAD 15psf 8C LIVE: OOpsf BC LIVE: ODpss BC DEAD 05psf BC DEAD 05pv OUR FACTOR: 1.00 OUR FACTOR. 1.25 ADDITIONAL LOADS PER FBC do FRC NON -CONCURRENT BC LL 10psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT SC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301A (NOTE B,G,Hi NON -CONCURRENT BC MOVING LL 2001 FBC TABLE 1607.1.31 DEFINITIONS MW = MAIN WIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LiVE LOAD DIE = DEAD LOAD psf = POUNDS PER SOUARE FOOT i = POUNDS Permit Nt,:�:mber: Lot Number: 1,3 T Miscellaneous: _ _ Address: The information in this box is fdPadministrative purposes only and is not part he ngineer review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SB62CTF - ENGLE HOMES/SB62CTF/MASTER/#8567 ROBBINS I P.O. Box 280055 Tampa, FL 33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T05122247 12/27/2005 25 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion SSheet 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 1 112/27/051 FG15 I 5 1 E227/05 T7 9 12 7f05 FT4A 13 112/27/051 FT10 17 12/27105 FT5 F_21 1121271051 FTW� 25 122:7/05 ML1-SB Date Mark F_75­52/27/051 FG17 I 6 12/27/05 FT2 10 12/27/05 FT4 14 12/27/051 FT11 18 12/27/05 FT13 22 112/27/051 FT23 Date Mark 3 12/27/05 FG20 7 12/27/05 FT3 F- 11 112/27/051 F 15 107/65 F1-9­1 19 12/27l05 FT12 23 12127/051 FT19 Date Mark 4 112/27/051 FG21 8 1 U27/05 FT3A 12 11?127l05 FT6 16 112127105 FT6 20 11.2127/061 FT14 24 112/27/05 FT16 Index Page 1 of 1 Standard Loading: T.C. Live 40 psf T.0 Dead 10 psf B.0 Live 0 psf B.C. Dead 5 psf Total 55 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 25 ft. Exposure Catergory -B Occupancy Factor - 1.00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Desiggn Engineer: Michael S. Magid License it: 53681 Address: P.O. Box 280055, Tampa, FL 33682 S, ••. �♦ No.5368t /�; STATOO& 1ONA'L F '8hnnu011111 Index Page 1 of 1 Permit Number: Lot Number: Miscellaneous: Address: The information in this box is for administrative purposes only and is not part of the engineering review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SB62CTR - ENGLE HOMES/SB62CTR/MASTER/#8567 BOBBINS P.O aFL3 Engineering Index Sheet Tampa,, FL 368682-0055 ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T05122246 12/27/2005 42 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the Building Designer, as defined in ANSVTPI 1-1995, Section 2.2. Permanent files of the original Truss Speclficstton 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 I_ 1 112/27/051 H1 I 1027/05 H4A 9 12/27/05 H7 13 12/27/05 H10 17 12127/05 13A 21 112t27/061 T1971 25 12/27l05 .G23 29 112127/051 T26~I 33 12/27/05 Mv2 37 12/27/05 EJ7 41 12127/ST CJ3 Date Mark 1 2 112/27/051 H2 I 6 12/27/06 H5 10 12/27/05 H8 14 12/27/06 H11 18 12/27/05 1314 22 1?J27l05 G20 26 12/27/05 M24 30 12/27/05 G27 34 12/27/O5 V4 38 112/27/051 EJ7A 42 12/27/05 CJ1 Date Mark 3 112J27/051 H3 7 112/27/051 HSA 11 1 2127/05 9 15 112J27/051 H12 19 12/27/O5 H15 23 12/27/05 M21 27 112/271051 H25 31 12/27/05 tv1V6 35 112127/061 HJ7 39 112127/051 EJ78 Date Mark 1 4 112/27/051 H4 I 8 12/27/05 H6 12 12/27/05 T9A 16 112127/091 T13 20 12/27/05 H16 24 12/27/05 GE22 28 112t2710-51 H26 32 112J271051 MV4 36 112/27/061 HJ7A 40 112J27/051 CJ5 Standard Loading: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 25 ft. Exposure Catergory -B Occupancy Factor - 1.00 MWFRS Enclosed Notes: Refer to individual truss designdrawings for special loading conditions. Truss Design Engineer: Michael S. Magid License # 53681 Address: P.O. Box 280055, Tampa, FL 33682 �0•- S.44-''4I No. $301 S STATIOC>f a, /ONAI. F Index Page 1 of 1 Permit Number: Lot Number: Miscellaneous: Address: The information in this box is for administrative purposes only and is not part of the engineering review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference: SB33S H RT - ENGLE HOMES/SB33SHRT/M#3786 ROBBINS P.O. Box280055 Tampa, FL 33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T05112429 11 /23/2005 8 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibility 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 11/23/05 H40 5 11/23/05 EJ7P Date Mark Date Mark Date Mark 2 11123/OS H41 _3 _111/231051 M41 1 F 4 111/23/05 HVP 6 11l23lOS ci5P 7 11/23/05 CJ3P 8 11/23/OS CJ1P Standard Loadin I .V. Live ZV PST T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSUASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Michael S. Magid License #: 53681 Address: P.O. Box 280055, Tampa, FL 33682 +S:v\vvslot 110 Cj r; U� No, 53551 �tf' �� • 7ATE J +�++MV-13.2*01110 Date Sealed: 11/2312005 Job SR62CTF _[_ Mark FG21 Quan 1*2P Type FLAT Span P1-H1 70800 10600 Left OR 0 Right OR 0 Engineering ENGLE HOMES/SB62CTF/MASTER/#8567 NO 1-6-0 HO 1-6-0 TC ..__._ 7-9-0. Vx121' 4x4 2x4 4x4 #7x12 H I J 1 i 1-6-0 s.1<; 7OR D ; #20G-RHS-Bxl4 < '"z G F g C #20G-RH3-8x14 6x8 3x10 6x8 W:400 W:400 R:13739 R:6408 U:5921 U: 913 7-8-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.587" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 w tit******w***w * 2-Ply Truss ww*w*w*wr*ww*w• CSI -Size- ----Lumber---- TC 0.56 2x 6 3P42 SC 0.95 2x 6 SP42 WB 0.54 2x 4 SP-#3 EX D -A 2x 8 SP-SS EX A -G 2x 4 SP-#2 EX E -8 2x 4 SP-42 EX C -B 2x 8 SP-SS Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 8- 0 SC Cont. 0- 0- 0 7- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc-1.00 Ft=1.00 BC Fb=1.00 Fc-1.00 Ft-1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 40 30 0.0' 7.7' BC V 0 10 0.0' 7.7' TC V 220 220 1.3' 7.7' TC V 0 110 0.0' 7.7' 8C V 100 100 0.0' 7.7' TC V 5034 3021 0.3' CL-LB Load Case # 2 NonStandard Load Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 7.7' BC V 0 10 0.0' 7.7' TC V 440 165 1.3' 7.7' TC V 0 110 0.0' 7.7' BC V 200 75 0.0' 7.7' TC V 440 165 0.0' 7.7' TC V 5034 3021 0.3' CL-LB Robbins Engineering, Inc./Online Plus- Lbs Moving Point Load applied at Panel Points and Mid -panel on SC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 13740 5921 4- 0 2- 7 Hz = -49 C 6408 913 4- 0 1- 2 Hs = 50 Membr CSI P Lba Axl-CSI-Snd ----------Top Chords ---------- A -H 0.34 6943 C 0.06 0.28 H -I 0.56 9263 C 0.12 0.44 I -J 0.56 9263 C 0.12 0.44 J -e 0.42 7111 C 0.07 0.35 --------Bottom Chords--------- D -G 0.22 31 T 0.00 0.22 G -F 0.95 6943 T 0.58 0.37 F -E 0.95 7111 T 0.59 0.36 E -C 0.22 31 T 0.00 0.22 -------------Webs------------- D -A 0.32 13284 C WindLd A -G 0.93 8061 T G -H 0.36 3689 C H -F 0.54 2694 T F -I 0.23 2356 C F -J 0.50 2499 T E -J 0.36 3776 C E -B 0.95 8256 T C -B 0.14 5958 C WindLd LL Defl -0.05" in G -F L/999 TL Defl -0.08" in G -F L/999 Shear // Grain in I -J 0.69 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 Go, Gross Area Plate - RES 20 Go, Gross Area Jt Type Plt Size X Y JSI A# LOCK 7.0x12.0-0.7 Ctr 0.93 H LOCK 4.Ox 4.0 Ctr-0.5 1.00 J LOCK 4.Ox 4.0 Ctr-0.5 1.00 D# RES S.0x14.0 0.1 1.4 0.91 G LOCK 6.Ox 8.0-1.81 Ctr 0.95 E LOCK 6.Ox 8.0 1.5 Ctr 0.95 C# RES 8.0x14.0 0.1 1.4 0.41 # - Plate Monitor used Plus 6 Wind Load Case (a) Plus 1 DEC LL Load Cases) REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus*" 0 1996-2005 Version 18.0.014 Engineering - Portrait 12/23/2005 3:55:05 PM Pagel NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: TSC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SD83 *crews -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 2 3.5 9.5 0 BC 2 12 24 0 WS 1 4 4 Plus clusters of nails where Ds:Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 13284 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. 111CAUTION111 READ 1,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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SR62CTF FTI 1 M100 240108 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 1-6-0 HO 1-6-0 ao 0 TC" lx3 lx4 A BG _ C 2x3 BC 3x4 lx4 lx4 lx4 lx4 lx4 ix4 ix4S1 lx4 V N X Y Z AA BB CC HO 1-6-0 24-0-0 11 lx3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 ix4 ix4 DD ME FF GG HH II JJ KK HIM D a a g a g u a a p 1 0_ 9 11 9 d d h iP E U T S R Q P O N M L K J I H G F LL 1x4 1x4 ix4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 ix4 lx4 lx4 lx3 Common Diagonal: 1-2-8 32 3x4 M,. _. . ..+2 � . :.:.f ,7, .,�"^,T'r,f.';xr• .`: �^-�.--r, f'. .. l,='"�'"-'.-,',�'1`,""r' n.ro:`�r ,�i;' i A"'.�'"^ :,�i Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.08 4x 2 SP-#2 BC 0.23 4x 2 SP-112 1+1B 0.02 4x 2 SP-113 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 1- 8 BC Cont. 0- 0- 0 24- 1- 8 Loading Live Dead (pef) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fba1.15 Fe-1.10 Ft-1.10 BC Fba1.10 Fc-1.10 Ft-1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Casale) Checked for NonConcurrent 200 Lbw 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- 1- 8 to 24- 0- 0 2628 0 Hz - 0 24-1-8 24-1-8 24-1-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- S -R 0.23 0 T 0.00 0.23 R -Q 0.23 0 T 0.00 0.23 Q -P 0.23 0 T 0.00 0.23 P -O 0.23 0 T 0.00 0.23 O -N 0.23 0 T 0.00 0.23 N -M 0.23 0 T 0.00 0.23 M -L 0.22 0 T 0.00 0.22 L -S2 0.15 0 T 0.00 0.15 S2-K 0.14 0 T 0.00 0.14 K -J 0.22 0 T 0.00 0.22 J -I 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -G 0.23 0 T 0.00 0.23 G -F 0.23 0 T 0.00 0.23 F -LL 0.23 0 T 0.00 0.23 LL-E 0.23 0 T 0.00 0.23 ------------- Webs ---------- --- C -A 0.01 59 C 0.01 0.00 U -V 0.02 142 C T -N 0.02 131 C S -X 0.02 133 C R -Y 0.02 133 C Q -Z 0.02 133 C P -AA 0.02 133 C 0 -BB 002 133 C N -CC 0..02 133 C M -DD 0.02 133 C L -HE 0.02 133 C K -FF 0.02 133 C J -GG 0.02 133 C I -HH 0.02 133 C H -II 0.02 133 C G -JJ 0.02 133 C F -KK 0.02 133 C LL-MM 0.02 134 C E -D 0.01 56 C 0.01 0.00 LL Defl 0.00" in C -U L/999 Membr CSI P Lbs Axl-CSI-Bnd TL Defl 0.00" in C -U L/999 ----------Top Chords---------- Shear // Grain in C -U 0.20 A -V 0.08 10 C 0.00 0.08 DL Defl 0,00" at L/999 V -N 0.00 10 C 0.00 0.08 N -X 0.07 10 C 0.00 0.07 Plates for each ply each face. X -Y 0.07 10 C 0.00 0.07 PLATING CONFORMS TO TPI. Y -Z 0.07 10 C 0.00 0.07 REPORTS: SBCCI 9761 Z -AA 0.07 10 C 0.00 0.07 ROBBINS ENGINEERING, INC. AA -BB 0.07 10 C 0.00 0.07 USING GROSS AREA TEST. BE-S1 0.07 10 C 0.00 0.07 Plate - LOCK 20 Ga, Gross Area 31-CC 0.07 10 C 0.00 0.07, Plate - REIS 20 Ga, Gross Area CC-DD 0.07 10 C 0.00 0.07 Jt Type Plt Size X Y JSI DD-EE 0.07 10 C 0.00 0.07 A LOCK I.Ox 4.0 Ctr-0.5 0.98 EE-FF 0.07 10 C 0.00 0.07 V LOCK 1.0x 4.0 Ctr-0.5 0.98 Fr-GG 0.07 10 C 0.00 0.07 N LOCK I.Ox 4.0 Ctr-0.5 0.98 GG-HH 0.07 10 C 0.00 0.07 X LOCK I.Ox 4.0 Ctr-0.5 0.98 HH-II 0.07 10 C 0.00 0.07 Y LOCK I.Ox 4.0 Ctr-0.5 0.98 II-JJ 0.07 10 C 0.00 0.07 Z LOCK I.Ox 4.0 Ctr-0.5 0.98 JJ-KK 0.07 10 C 0.00 0.07 AA LOCK I.Ox 4.0 Ctr-0.5 0.98 KK-MM 0.07 10 C 0.00 0.07 BE LOCK 1.0x 4.0 Ctr-0.5 0.99 MM-D 0.07 10 C 0.00 0.07 CC LOCK 1.0x 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- DD LOCK 1.0x 4.0 Ctr-0.5 0.98 C -U 0.18 0 T 0.00 0.18 ME LOCK 1.0x 4.0 Ctr-0.5 0.98 U -T 0.23 0 T 0.00 0.23 FF LOCK I.Ox 4.0 Ctr-0.5 0.98 T -S 0.23 0 T 0.00 0.23 GG LOCK 1.0x 4.0 Ctr-0.5 0.98 Scale: 0.262" - 1' SH LOCK 1.0x 4.0 Ctr-0.5 0.98 II LOCK I.Ox 4.0 Ctr-0.5 0.98 JJ LOCK I.Ox 4.0 Ctr-0.5 0.98 KK LOCK 1.0x 4.0 Ctr-0.5 0.98 MM LOCK I.Ox 4.0 Ctr-0.5 0.98 D LOCK I.Ox 4.0 Ctr-0.5 0.96 U LOCK I.Ox 4.0 Ctr 0.5 0.98 T LOCK 1.0x 4.0 Ctr 0.5 0.98 S LOCK I.Ox 4.0 Ctr 0.5 0.98 R LOCK 1.0x 4.0 Ctr 0.5 0.98 Q LOCK I.Ox 4.0 Ctr 0.5 0.98 P LOCK 1.0x 4.0 Ctr 0.5 0.98 0 LOCK 1.0x 4.0 Ctr 0.5 0.98 N LOCK I.Ox 4.0 Ctr 0.5 0.98 M LOCK I.Ox 4.0 Ctr 0.5 0.98 L LOCK 1.0x 4.0 Ctr 0.5 0.98 K LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.0x 4.0 Ctr 0.5 0.98 I LOCK I.Ox 4.0 Ctr 05 0.98 S LOCK 1.0x 4.0 Ctr 0..5 0.90 G LOCK I.Ox 4.0 Ctr 0.5 0.98 F LOCK I.Ox 4.0 Ctr 0.5 0.98 LL LOCK I.Ox 4.0 Ctr 0.5 0.98 E LOCK I.Ox 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on SC per BOCA (section 1606.2.3), ISC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 142 Lbe Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER i SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. IIICAUTIONIII 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: NC Robbins Engineering, Inc./Online Plus' 01OW2005 Version 18.0.014 Engineering -Portrait 12/23/2005 3:55:06 PM Pagel Job Marx Quan Type Span P1-H1 Left OH Right OH Engineering SB,(12C'TF FT2 5 M150 240108 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 m 0 Te 270-0 9-09-0 lx3 lx3 4x4 4x4 3x3 3x3 3x3 3x43x3 3x3 3x3 3x3 4x4 4x4 E s T U V 52 A C W X Y H 1-6-0 2x3 R Q P O N H D N L K J lx4 4x4 4x4 3x3 3x3 3x3 lx4 2x3 3x3 3x3 4x4 4x4 lx3 sl W:308 20G-RHS-3x10 W:308 R:1078 Coaoaon Diagonal: 1-3-0 R:1086 BC 24-1-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.260" = V Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.90 4x 2 SP-#2 BC 0.92 4x 2 SP-#2 Ex Si -I 4x 2 SP-SS WB 0.55 4x 2 SP-#3 Brace truss as follows: O.G. From To TC Cont. 0- 0- 0 24- 1- 8 BC Cont. 0- 0- 0 24- 1- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 19.2" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Robbins Engineering, Inc./Online Plus' G -R 0.27 0 T 0.00 0.27 R -Q 0.63 1828 T 0.15 0.48 Q -P 0.77 3164 T 0.28 0.49 P -S1 0.92 4107 T 0.86 0.06 S1-O 0.47 4107 T 0.44 0.03 O -N 0.52 4677 T 0.50 0.02 N -B 0.87 4693 T 0.38 0.49 B -D 0.94 4693 T 0.38 0.56 D -M 0.94 4693 T 0.38 0.56 M -L 0.49 4145 T 0.44 0.05 L -K 0.39 3203 T 0.14 0.25 K -J 0.33 1844 T 0.08 0.25 J -I 0.16 0 T 0.00 0.16 ------------- webs ------------- G -E 0.21 1071 C E -R 0.54 1366 T R -S 0.26 1315 C S -Q 0.40 1006 T Q -T 0.19 979 C T -P 0.28 716 T P -U 0.13 686 C U -0 0.17 430 T O -V 0.08 415 C V -N 0.12 313 T N -A 0.13 358 C B -A 0.05 269 C D -C 0.19 480 T C -M 0.18 907 C M -W 0.23 580 T W -L 0.13 681 C L -X 0.28 715 T X -K 0.20 996 C K -Y 0.41 1023 T Y -J 0.26 1327 C J -H 0.55 1378 T I -H 0.21 1080 C Lbs Lbs In-Sx In-Sx G 1078 OG 3- 8 1- 0 LL Defl -0,58" in N -B L/487 I 1086 OG 3- 8 1- 0 TL Defl -0.79" in N -B L/359 G - Gravity Uplift Shear // Grain in S1-O 0.50 DL Defl -0,31" at B L/912 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- Plates for each ply each face. E -S 0.26 943 C 0.00 0.26 PLATING CONFORMS TO TPI. S -T 0.32 2505 C 0.06 0.26 REPORTS: SBCCI 9761 T -U 0.43 3646 C 0.23 0.20 ROBBINS ENGINEERING, INC. U -V 0.48 4397 C 0.21 0.27 USING GROSS AREA TEST. V -S2 0.90 4733 C 0.40 0.50 Plate - LOCK 20 Gar Gross Area S2-A 0.89 4733 C 0.26 0.63 Plate - RHS 20 Ga, Gross Area A -C 0.86 4693 C 0.13 0.73 Jt Type Plt Size X Y JSI C -W 0.83 4360 C 0.10 0.73 E LOCK 4.Ox 4.0 0.8-0.5 0.97 W -X 0.50 3684 C 0.24 0.26 S LOCK 4.Ox 4.0 Ctr-0.5 0.90 X -Y 0.31 2533 C 0.06 0.25 T LOCK 3.Ox 3.0 0.2 Ctr 0.98 Y -H 0.26 951 C 0.00 0.26 W LOCK 3.Ox 3.0-0.2 Ctr 0.98 --------Bottom Chords--------- X LOCK 3.Ox 3.0-0.2 Ctr 0.98 Robbins Engineering. Inc /Online Plus ' 01996-2005 Version 18.0.014 Engineering - Portrait 12/23t2005 3:55:07 PM Page 1 Y LOCK 4.Ox 4.0 Ctr-0.5 0.91 H LOCK 4.Ox 4.0-0.8-0.5 0.98 R LOCK 4.Ox 4.0-0.8 0.5 0.99 Q LOCK 4.0x 4.0 Ctr 0.5 0.90 P LOCK 3.Ox 3.0-0.2 Ctr 0.98 B LOCK 1.0x 4.0 Ctr 0.5 0.98 D LOCK 2.Ox 3.0 0.2 Ctr 0.63 M LOCK 3.Ox 3.0 0.2 Ctr 0.98 L LOCK 3.Ox 3.0 0.2 Ctr 0.98 K LOCK 4.Ox 4.0 Ctr 0.5 0.91 J LOCK 4.Ox 4.0 0.8 0.5 1.00 I LOCK 1.Ox 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4733 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD, FORT PIERCE FL. 34946 2. 111CAUTION111 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: NC Job Mark 62CTF FT3 NO 1-6-0 TC 4x6 4x4 E R 1-6-0 F 2x3 Q Illi 4x4 4x4 HGR R:1080 BC Quan Type Span P1-H1 Left OH Right OH Engineering 2 M150 231008 10600 0 0 R/#8567 NO 1-6-0 0 0 0 0 2-0-0 9-0:9-0 3x4 lx3 3x3 3x3 3x3 323x3 3x3 3x3 3x3 4x4 4x4 S T U A C V W X G Online Plus -- Version 18.0.014 RUN DATE. 23-DEC-05 CSI -Size- ----Lumber---- TC 0.82 4x 2 SP-#2 BC 0.91 4x 2 SP-#2 EX S1-H 4x 2 SP-SS WS 0.55 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 23-10- 8 BC Cont. 0- 0- 0 23-10- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 19.2" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC lb-1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Y14 AY 8. Ad bYd `w LOY \ �' H O N M H D L K 'J I 1x4 3x3 Sl 3x3 3x3 1x4 2x3 3x3 3x3 4x4 4x4 1x3 20G-RHS-3x10 Common Diagonal: 1-3-0 W:308R:1078 23-10-8 - _ _ - EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.263" = 1' Robbins Engineering, Inc./Online P1us- F -Q 0.27 0 T 0.00 0.27 Q -P 0.64 1852 T 0.16 0.48 P -0 0.77 3162 T 0.28 0.49 O -S1 0.91 4083 T 0.85 0.06 SI-N 0.47 4083 T 0.44 0.03 N -M 0.52 4620 T 0.50 0.02 M -B 0.86 4626 T 0.38 0.48 B -D 0.91 4626 T 0.38 0.53 D -L 0.91 4626 T 0.38 0.53 L -K 0.49 4099 T 0.44 0.05 K -J 0.39 3172 T 0.14 0.25 J -I 0.33 1829 T 0.08 0.25 I -H 0.16 0 T 0.00 0.16 ------------- Webs ------------- F -E 0.11 590 C F -E 0.11 590 C E -Q 0.55 1383 T Q -R 0.26 1300 C R -P 0.39 986 T P -S 0.19 959 C S -0 0.28 699 T O -T 0.13 670 C T -N 0.16 408 T N -U 0.07 390 C U -M 0.12 317 T M -A 0.13 346 C B -A 0.05 292 C D -C 0.18 461 T C -L 0.17 876 C L -V 0.22 567 T V -K 0.13 671 C K -W 0.28 704 T W -J 0.19 984 C J -X 0.40 1011 T X -I 0.26 1316 C I -G 0.54 1367 T H -G 0.21 1072 C F 1080 OG 3- 8 1- 0 H 1078 OG 3- 8 1- 0 LL Defl -0.55" in M -B L/503 G - Gravity Uplift TL Defl -0,75" in M -B L/371 Shear // Grain in D -L 0.41 Membr CSI P Lbe Axl-CSI-Bnd DL Defl -0.30" at B L/941 ----------Top Chords ---------- 9 -R 0.28 978 C 0.01 0.27 Plates for each ply each face. R -S 0.33 2516 C 0.06 0.27 PLATING CONFORMS TO TPI. S -T 0.43 3632 C 0.23 0.20 REPORTS: SBCCI 9761 T -U 0.44 4358 C 0.29 0.15 ROBBINS ENGINEERING, INC. U -S2 0.75 4671 C 0.22 0.53 USING GROSS AREA TEST. S2-A 0.77 4671 C 0.22 0.55 Plate - LOCK 20 Ga, Gross Area A -C 0.82 4626 C 0.12 0.70 Plate - RH3 20 Ga, Gross Area C -V 0.80 4308 C 0.10 0.70 Jt Type Plt Size X Y JSI V -W 0.49 3645 C 0.24 0.25 E LOCK 4.Ox 6.0 Ctr-0.5 0.95 W -X 0.31 2509 C 0.06 0.25 R LOCK 4.Ox 4.0 Ctr-0.5 0.88 X -G 0,26 943 C 0.00 0.26 S LOCK 3.Ox 3.0 0.2 Ctr 0.96 --------Bottom Chords--------- W LOCK 3.Ox 3.0-0.2 Ctr 0.97 Robbins Engineering, Inc./Online Plus"" 019W2005 Version 18.0.014 Engineering . Portrait 12/23/2005 3:55:08 PM Pagel X LOCK 4.Ox 4.0 Ctr-0.5 0.90 G LOCK 4.Ox 4.0-0.8-0.5 0.97 Q LOCK 4.Ox 4.0-0.8 0.5 0.99 P LOCK 4.Ox 4.0 Ctr 0.5 0.88 O LOCK 3.Ox 3.0-0.2 Ctr 0.96 B LOCK 1.Ox 4.0 Ctr 0.5 0.98 D LOCK 2.Ox 3.0 0.2 Ctr 0.60 R LOCK 3.Ox 3.0 0.2 Ctr 0.97 J LOCK 4.Ox 4.0 Ctr 0.5 0.90 I LOCK 4.Ox 4.0 0.8 0.5 0.99 H LOCK 1.0x 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member (a) . This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4671 Lbs Quality Control Factor 1.25 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.F. Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SR62CTF FT3A 1 2 M150 230808 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 TC 4x6 E 1-6-0 r 2x3 0 0 0 0 'i 2-0-0 1-2-8 13- 7- g 4x4 3x3 3x3 3x43x3 3x3 lx4 4x4 Q R S S2 T A C U r c' 4x4 4x4 HGR R:1069 8C Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0,97 4x 2 SP-#2 BC 0.87 4x 2 SP-SS EX S1-H 4x 2 SP-#2 WB 0.55 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 23- 8- 8 SIC Cont. 0- 0- 0 23- 8- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 19.2" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 1070 OG 3- 8 1- 0 H 1079 OG 3- 8 1- 0 G = Gravity Uplift M Of L E D K 3x3 3x3 3x3 lx4 4x4 3x3 Common Diagonal: 1-3-0 S1 20G-RHS-3x10 23-8-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- F -P 0.14 0 T 0.00 0.14 P -0 0.33 1832 T 0.08 0.25 0 -N 0.40 3123 T 0.14 0.26 N -M 0.46 4024 T 0.43 0.03 M -L 0.51 4546 T 0.49 0.02 L -B 0.87 4514 T 0.37 0.50 B -D 0.87 4514 T 0.37 0.50 D -Sl 0.71 4087 T 0.30 0.41 S1-K 0.98 4087 T 0.85 0.13 K -J 0.79 3157 T 0.66 0.13 J -I 0.63 1851 T 0.15 0.48 I -H 0.28 0 T 0.00 0.28 ------------- Webs ------------- F -E 0.11 584 C F -E 0.11 584 C E -P 0.54 1368 T P -Q 0.25 1286 C Q -0 0.39 973 T O -R 0.19 945 C R -N 0.27 684 T N -S 0.13 655 C S -M 0.15 396 T M -T 0.07 379 C T -L 0.12 306 T L -A 0.14 373 T B -A 0.05 281 C D -C 0.07 360 C D -U 0.34 854 T U -K 0.14 715 C K -V 0.26 667 T V -J 0.19 947 C J -W 0.39 993 T W -I 0.26 1302 C I -G 0.55 1379 T H -G 0.11 589 C H -G 0.11 589 C LL Defl -0,55" in L -B L/501 TL Defl -0.75" in L -8 L/369 Shear // Grain in A -C 0.33 Membr CSI P Lbs Axl-CSI-Bnd DL Defl -0.29" at B L/941 ----------Top Chords ---------- E -Q 0.28 967 C 0.01 0.27 Plates for each ply each face. Q -R 0.33 2487 C 0.06 0.27 PLATING CONFORMS TO TPI. R -S 0.42 3584 C 0.22 0.20 REPORTS: SBCCI 9761 S -S2 0.41 4291 C 0.27 0.14 ROBBINS ENGINEERING, INC. S2-T 0.45 4291 C 0.20 0.25 USING GROSS AREA TEST. T -A 0.85 4581 C 0.21 0.64 Plate - LOCK 20 Ga, Gross Area A -C 0.97 4514 C 0.12 0.85 Plate - RHS 20 Ga, Gross Area C -U 0.97 4514 C 0,12 0.85 Jt Type Plt Size X Y JSI U -V 0.49 3606 C 0.23 0.26 E LOCK 4.Ox 6.0 Ctr-0.5 0.94 V -W 0.32 2520 C 0.06 0.26 Q LOCK 4.Ox 4.0 Ctr-0.5 0.87 W -G 0.27 975 C 0.00 0.27 R LOCK 3.Ox 3.0 0.2 Ctr 0.94 NO 1-6-0 3x3 4x4 4x6 V W G r J H J = 2x3 4x4 4x4 W:308 R:1079 Scale: 0.266" = 1' C LOCK 1.Ox 4.0 Ctr-0.5 0.98 U LOCK 4.Ox 4.0 Ctr-0.5 0.76 V LOCK 3.Ox 3.0-0.2 Ctr 0.92 W LOCK 4.Ox 4.0 Ctr-0.5 0.89 G LOCK 4.Ox 6.0 Ctr-0.5 0.95 P LOCK 4.Ox 4.0-0.8 0.5 0.98 0 LOCK 4.Ox 4.0 Ctr 0.5 0.87 N LOCK 3.Ox 3.0-0.2 Ctr 0.94 B LOCK 1.0x 4.0 Ctr 0.5 0.98 D LOCK 4.Ox 4.0 0.5 0.5 0.65 K LOCK 3.Ox 3.0 0.2 Ctr 0.92 J LOCK 4.Ox 4.0 Ctr 0.5 0.89 I LOCK 4.Ox 4.0 0.8 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. 'Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4581 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus"' 01996-2005 Version 18.0.014 Engineering • Portrait 12/23/2005 3:55:09 PM Page 1 Job nark Quan Type Span P1-H1 Left OH Right OH I Engineering SB62CTF FT4A 1 4 M150 210708 10600 0 0 ENGLE H01idES/SB62CTF/MASTER/#8567 1-6-0 HO 1-6-0 TC_ 11 1-5-0 5x6 4x4 9x3 6- 8 3x3 3x4 3x3 lx4 4x4 3x3 4x4 E P Q R S2 A C S T U F 2x3 o 5x6 HGR R:1226 HC N H L 8 D K 4x4 3x3 3x3 lx4 4x4 3x3 Coauaon Diagonal: 1-3-0 S1 20G-RH3-3x10 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.97 4x 2 SP-#2 BC 0.80 4x 2 SP-SS EX S1-H 4x 2 SP-#1 WB 0.62 4x 2 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 7- 8 BC Cont. 0- 0- 0 21- 7- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 1227 OG 3- 8 1- 0 H 1232 OG 3- 8 1- 0 G = Gravity Uplift 10-1-0 HO 1-6-0 5x6 G tJfiX AJ H J 12x3 4x4 5x6 W:308 R:1232 21-7-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- --------Bottom Chords--------- F -O 0.14 0 T 0.00 0.14 O -N 0.33 2082 T 0.08 0.25 N -M 0.41 3488 T 0.15 0.26 M -L 0.50 4439 T 0.48 0.02 L -B 0.80 4803 T 0.38 0.42 B -D 0.80 4803 T 0.38 0.42 D -S1 0.71 4453 T 0.32 0.39 S1-K 0.81 4453 T 0.73 0.08 K -J 0.65 3512 T 0.57 0.08 J -I 0.52 2091 T 0.13 0.39 I -H 0.25 0 T 0.00 0.25 ------------- Webs ------------- F -E 0.13 670 C F -E 0.13 670 C E -O 0.62 1555 T O -P 0.29 1460 C P -N 0.42 1063 T N -Q 0.20 1026 C Q -M 0.28 720 T M -R 0.14 694 C R -L 0.18 471 T L -A 0.11 591 C B -A 0.07 186 C D -C 0.06 351 C D -S 0.33 834 T S -K 0.14 707 C K -T 0.27 690 T T -J 0.20 1032 C J -U 0.43 1060 T U -I 0.29 1468 C I -G 0.62 1560 T H -G 0.13 672 C H -G 0.13 672 C LL Defl -0.46" in L -B L/554 TL Defl -0.61" in L -B L/410 Shear // Grain in A -C 0.33 DL Defl -0.24" at B L/999 Plates for each ply each face. Membr CSI P Lbs Axl-CSI-Bnd PLATING CONFORMS TO TPI. ----------Top Chords---------- REPORTS: SBCCI 9761 E -P 0.36 1099 C 0.00 0.36 ROBBINS ENGINEERING, INC. P -Q 0,43 2797 C 0.08 0.35 USING GROSS AREA TEST. Q -R 0.54 3972 C 0.11 0.43 Plate - LOCK 20 Ga, Gross Area R -S2 0.96 4637 C 0.27 0.69 Plate - RHS 20 Ga, Gross Area S2-A 0.97 4637 C 0.27 0.70 Jt Type Plt Size X Y JSI A -C 0.93 4803 C 0.13 0.80 E LOCK 5.Ox 6.0 Ctr-1.0 0.87 C -S 0.93 4803 C 0.13 0.80 P LOCK 4.Ox 4.0 Ctr-0.5 0.95 S -T 0.58 3977 C 0.28 0.30 Q LOCK 3.Ox 3.0 0.2 Ctr 0.99 T -U 0.41 2818 C 0.08 0.33 C LOCK 1.Ox 4.0 Ctr-0.5 0.98 U -G 0.34 1103 C 0.01 0.33 S LOCK 4.Ox 4.0 Ctr-0.5 0.74 Robbins Engineering, Inc./Online Plus` 01996.2005 Version 18.0 014 Engineering . Portrait 12/23/2005 3:55:10 PM Page 1 Scale: 0.290" = 1' T LOCK 3.Ox 3.0-0.2 Ctr 0.95 U LOCK 4.Ox 4.0 Ctr-0.5 0.96 G LOCK 5.Ox 6.0 Ctr-1.0 0.87 O LOCK 5.Ox 6.0 Ctr 1.0 0.87 N LOCK 4.Ox 4.0 Ctr 0.5 0.95 M LOCK 3.Ox 3.0-0.2 Ctr 0.99 B LOCK 1.Ox 4.0 Ctr 0.5 0.98 D LOCK 4.Ox 4.0 0.5 0.5 0.63 K LOCK 3.Ox 3.0 0.2 Ctr 0.95 J LOCK 4.Ox 4.0 Ctr 0.5 0.96 I LOCK 5.Ox 6.0 Ctr 1.0 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member (s) . This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4803 Lbs Quality Control Factor 1.25 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: NC Job Nark Quan Type Span P1-HI Left OH Right OH Engineering .� SB62CTF FT4 3 M150 210908 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 TC 1-5-0 2-0-0 9-0 9-0 lx3 5x6 4x4 3x4 3x3 3x4 3x3 3x3 3x3 3x3 4x4 5x4 E Q R S S2 A C T U v G 1-6-0 \ ;Iix4 F H 9' -. 2x3 ` P O -;! N N a - D L R J Z 5x6 4x4 3x3 3x3 lx4 2x3 3x3 3x3 4x4 5x6 ix3 S1 HGR 20G-RHS-3x10 w:308 R:1239 Common Diagonal: 1-3-0 R:1230 BC 11-6-8 10-3-0 21-9-6 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.288" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.92 4x 2 SP-#2 BC 0.99 4x 2 SP-#2 EX S1-H 4x 2 SP-SS WB 0.63 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 9- 8 BC Cont. 0- 0- 0 21- 9- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 1240 OG 3- 8 1- 0 H 1231 OG 3- 8 1- 0 G as Gravity Uplift Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- F -P 0.27 0 T 0.00 0.27 P -0 0.65 2106 T 0.17 0.48 0 -N 0.79 3537 T 0.74 0.05 N -S1 0.99 4509 T 0.94 0.05 S1-M 0.50 4509 T 0.48 0.02 M -B 0.79 4917 T 0.39 0.40 B -D 0.88 4917 T 0.39 0.49 D -L 0.88 4917 T 0.39 0.49 L -K 0.52 4490 T 0.48 0.04 K -J 0.41 3532 T 0.15 0.26 J -I 0.33 2069 T 0.08 0.25 I -H 0.15 0 T 0.00 0.15 ------------- Webs ------------- F -E 0.13 677 C F -E 0.13 677 C E -P 0.63 1574 T P -Q 0.29 1477 C Q -0 0.43 1081 T O -R 0.21 1045 C R -N 0.29 736 T N -S 0.14 708 C S -M 0.19 483 T M -A 0.12 613 C B -A 0.08 206 T D -C 0.17 437 T C -L 0.16 845 C L -T 0.22 558 T T -K 0.13 692 C K -U 0.29 727 T U -J 0.21 1070 C J -V 0.44 1104 T V -I 0.30 1487 C I -G 0.62 1547 T H -G 0.24 1223 C LL Defl -0.46" in M -B L/551 TL Defl -0.62" in M -B L/407 Shear // Grain in D -L 0.39 DL Defl -0.25" at B L/999 Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. ----------Top Chords---------- PLATING CONFORMS TO TPI. E -Q 0.36 1113 C 0.01 0.35 REPORTS: SBCCI 9761 Q -R 0.43 2834 C 0.08 0.35 ROBBINS ENGINEERING, INC. R -S 0.52 4033 C 0.11 0.41 USING GROSS AREA TEST. S -S2 0.92 4722 C 0.44 0.48 Plate - LOCK 20 Gar Gross Area S2-A 0.90 4722 C 0.28 0.62 Plate - RHS 20 Ga, Gross Area A -C 0.79 4917 C 0.14 0.65 Jt Type Plt Size X Y JSI C -T 0.75 4669 C 0.10 0.65 E LOCK 5.Ox 6.0 Ctr-1.0 0.88 T -U 0.59 4021 C 0.29 0.30 Q LOCK 4.Ox 4.0 Ctr-0.5 0.97 U -V 0.40 2812 C 0.08 0.32 U LOCK 3.Ox 3.0-0.2 Ctr 1.00 V -G 0.33 1068 C 0.00 0.33 V LOCK 4.0x 4.0 Ctr-0.5 0.99 Robbins Engineering, Inc./Online Plus'- 0 1998.2005 Version 18.0 014 Engineering - Portrait 12/23/2005 3:56:11 PM Page 1 G LOCK 5.0x 4.0-0.8-1.0 0.93 P LOCK 5.0x 6.0 Ctr 1.0 0.88 0 LOCK 4.Ox 4.0 Ctr 0.5 0.97 N LOCK 3.Ox 3.0-0.5 Ctr 0.94 B LOCK 1.0x 4.0 Ctr 0.5 0.98 D LOCK 2.Ox 3.0 0.2 Ctr 0'.60 K LOCK 3.Ox 3.0 0.2 Ctr 1.00 J LOCK 4.Ox 4.0 Ctr 0.5 0.99 I LOCK 5.Ox 6.0 Ctr 1.0 0.86 H LOCK 1.0x 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4917 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. 11!CAUTION!11 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.F. Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SA62CTF FT7 1 1 M150 191103 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 TC 9-0 9-0 2-0-0 9-11 ix3 4x4 4x4 3x3 3x4 3x3 3x3 lx4 4x4 3x3 4x4 4x6 E P Q S2 R A C S T U G 1-6-0 /\/\ /JF H 1x4 k 0 N M L H D Sl K 2x3 J I A lx3`, 5x4 4x4 3x3 3x3 lx4 4x4 3x6 3x3 4x4 5x4 Common Diagonal: 1-3-0 W:308 W:308 R:1125 R:1141 BC 10-3-0 9-8-3 19-11-3 ALL PLATES ARE LOCK20 Scale: 0.313" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.76 4x 2 SP-#2 BC 0.94 4x 2 SP-#1 EX S1-H 4x 2 SP-#2 WB 0.57 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19-11- 3 BC Cont. 0- 0- 0 19-11- 3 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus '1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 1125 OG 3- 8 1- 0 H 1141 OG 3- 8 1- 0 G = Gravity Uplift Robbins Engineering, Inc./Online Plus' U -G 0.35 1013 C 0.01 0.34 --------Bottom Chords --------- F -0 0.22 0 T 0.00 0.22 0 -N 0.51 1873 T 0.12 0.39 N -M 0.61 3141 T 0.21 0.40 M -L 0.68 3918 T 0.64 0.04 L -B 0.94 4122 T 0.49 0.45 B -D 0.94 4122 T 0.49 0.45 D -Sl 0.85 3950 T 0.44 0.41 S1-K 0.86 3950 T 0.82 0.04 K -J 0.76 3175 T 0.27 0.49 J -I 0.64 1917 T 0.16 0.48 I -H 0.28 0 T 0.00 0.28 ------------- Webs ------------- F -E 0.22 1118 C E -0 0.56 1402 T O -P 0.27 1345 C P -N 0.38 960 T N -Q 0.18 924 C Q -M 0.23 589 T M -R 0.11 562 C R -L 0.17 429 T L -A 0.11 574 C B -A 0.09 246 T D -C 0.07 363 C D -S 0.26 671 T S -K 0.11 590 C K -T 0.23 576 T T -J 0.18 914 C J -U 0.38 955 T U -I 0.27 1344 C I -G 0.57 1433 T H -G 0.12 623 C H -G 0.12 623 C LL Defl -0.32" in L -B L/716 TL Defl -0,44" in L -B L/531 Shear // Grain in H -H 0.32 DL Defl -0,17" at B L/999 Plates for each ply each face. Membr CSI P Lba Axl-CSI-Bnd PLATING CONFORMS TO TPI. ----------Top Chords---------- REPORTS: SBCCI 9761 E -P 0.34 968 C 0.01 0.33 ROBBINS ENGINEERING, INC. P -Q 0.39 2519 C 0.06 0.33 USING GROSS AREA TEST. Q -S2 0.36 3538 C 0.13 0.23 Plate - LOCK 20 Gar Gross Area S2-R 0.48 3538 C 0.22 0.26 Plate - RHS 20 Ga, Gross Area R -A 0.53 4023 C 0.07 0.46 Jt Type Plt Size X Y JSI A -C 0.76 4122 C 0.09 0.67 E LOCK 4.Ox 4.0 0,8-0.5 1.00 C -S 0.76 4122 C 0.09 0.67 P LOCK 4.Ox 4.0 Ctr-0.5 0.86 S -T 0.49 3563 C 0.22 0.27 C LOCK 1.Ox 4.0 Ctr-0.5 0.98 T -U 0.40 2560 C 0.06 0.34 S LOCK 4.Ox 4.0 Ctr-0.5 0.61 Robbins Engineering, Inc/Online Plus" a 1996.2005 Version 18.0 014 Engineering - Portrait 12/2312005 3:55:12 PM Page 1 U LOCK 4.Ox 4.0 Ctr-0.5 0.85 G LOCK 4.Ox 6.0 Ctr-0.5 0.98 F LOCK 1.Ox 4.0 Ctr 0.5 0.98 O LOCK 5.Ox 4.0-0.5 1.0 0.93 N LOCK 4.Ox 4.0 Ctr 0.5 0.86 B LOCK 1.0x 4.0 Ctr 0.5 0.98 D LOCK 4.Ox 4.0 0.5 0.5 0.60 J LOCK 4.Ox 4.0 Ctr 0.5 0.85 I LOCK 5.Ox 4.0 0.5 1.0 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 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4122 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER G SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M 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: NC Sob Mark Quan Type Span P1-H1 Left OH Right OH Engineering S$62CTF J FT8 1 1 M150 171100 10600 0 0 I ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 TC 9-0 9-0 2-0-0 712 712 lx3 4x4 3x4 3x3 3x3 3x3 3x3 3x4 4x4 3x4 4x6 E P Q R A C S2 S T G H lx4 0- N M Sl L S D X J I 2x3 lx3 4x4 3x4 3x3 3x6 3x3 lx4 2x3 4x4 3x4 4x4 Common Diagonal: 1-3-0 W:308 W:308 R:1009 R:1034 SC 10-3-0 7-8-0 17-11-0 ALL PLATES ARE LOCK20 Scale: 0.346" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.76 4x 2 SP-#2 BC 0.73 4x 2 SP42 EX S1-H 4x 2 SP-SS WB 0.51 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 17-11- 0 BC Cont. 0- 0- 0 17-11- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc-1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases • Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- T -G 0.38 910 C 0.00 0.38 --------Bottom Chords --------- * -O 0.28 0 T 0.00 0.28 O -N 0.62 1659 T 0.14 0.48 N -M 0.73 2715 T 0.24 0.49 M -S1 0.72 3292 T 0.69 0.03 S1-L 0.35 3292 T 0.35 0.00 L -B 0.69 3272 T 0.27 0.42 B -D 0.75 3272 T 0.27 0.48 D -K 0.75 3272 T 0.27 0.48 K -J 0.32 2761 T 0.29 0.03 J -I 0.32 1721 T 0.07 0.25 I -H 0.16 0 T 0.00 0.16 ------------- Webs ------------- F -E 0.19 1002 C E -0 0.49 1243 T O -P 0.24 1190 C P -N 0.32 803 T N -Q 0.15 766 C Q -M 0.17 438 T M -R 0.08 417 C R -L 0.11 280 T L -A 0.13 333 T 8 -A 0.05 281 C D -C 0.18 455 T C -K 0.17 884 C K -S 0.23 585 T S -J 0.15 751 C J -T 0.31 788 T T -I 0.24 1205 C I -G 0.51 1287 T H -G 0.11 564 C H -G 0.11 564 C LL Defl -0.26" in L -B L/788 Jt React Uplft Size Req'd TL Defl -0.36" in L -B L/583 Lbs Lbs In-Sx In-Sx Shear // Grain in D -K 0.42 F 1010 OG 3- 8 1- 0 DL Defl -0.14" at B L/999 H 1035 OG 3- 8 1- 0 G = Gravity Uplift Plates for each ply each face, PLATING CONFORMS TO TPI. Membr CSI P Lbs Axl-CSI-Bnd REPORTS: SBCCI 9761 ----------Top Chords---------- ROBBINS ENGINEERING, INC. E -P 0.34 858 C 0.00 0.34 USING GROSS AREA TEST. P -Q 0.38 2199 C 0.05 0.33 Plate - LOCK 20 Gar Gross Area Q -R 0.35 3010 C 0.14 0.21 Plate - RHS 20 Ga, Gross Area R -A 0.51 3318 C 0.07 0.44 Jt Type kilt Size X Y JSI A -C 0.76 3272 C 0.06 0.70 E LOCK 4.Ox 4.0 0.5-0.5 0.94 C -S2 0.74 2963 C 0.04 0.70 P LOCK 3.Ox 4.0 0.2 Ctr 0.98 S2-S 0.19 2963 C 0.04 0.15 S LOCK 4.Ox 4.0 0.1-0.5 0,60 S -T 0.43 2252 C 0.05 0.38 T LOCK 3.Ox 4.0-0.2 Ctr 0.96 Robbins Engineering, Inc/Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 12/23P2005 3:55.13 PM Page 11 G LOCK 4.Ox 6.0 Ctr-0.5 0.88 F LOCK 1.0x 4.0 Ctr 0.5 0.98 O LOCK 4.Ox 4.0-0,5 0.5 0,94 N LOCK 3.Ox 4.0-0.2 Ctr 0.98 B LOCK 1.0x 4.0 Ctr 0.5 0.98 D LOCK 2.Ox 3.0 0.2 Ctr 0.60 K LOCK 4.Ox 4.0 Ctr 0.5 0.60 J LOCK 3.0x 4.0 0.2 Ctr 0.96 I LOCK 4.Ox 4.0 0.5 0.5 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 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psi. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss members). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 3318 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job (dark Quan Type Span PI-H1 Left OH Right OH Engineering S$62CTF FT10 1 M150 151100 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO L-6-0 Ho 1-6-0 TC _ 9-0 9-0 2-0-0 6-8 lx3 4x4 3x3 3x3 3x3 3x3 3x3 3x4 4x6 E O P Q A C R G 1-6-0 N M L K H D J I 4x4 3x3 3x3 3x3 lx4 2x3 4x4 4x4 Common Diagonal: 1-3-0 H 2x3 W:308 W:308 R: 993 R: 930 BC 10-3-0 __. 5-8-0 _. Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.83 4x 2 SP-#2 BC 0.85 4x 2 SP-SS WB 0.45 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15-11- 0 BC Cont. 0- 0- 0 15-11- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb-1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 894 OG 3- 8 1- 0 H 931 OG 3- 8 1- 0 G = Gravity Uplift Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- E -0 0.34 748 C 0.00 0.34 0 -P 0.37 1879 C 0.03 0.34 P -Q 0.36 2481 C 0.05 0.31 Q -A 0.64 2612 C 0.05 0.59 A -C 0.83 2414 C 0.04 0.79 C -R 0.81 2031 C 0.02 0.79 R -G 0.35 795 C 0.01 0.34 15-11-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- F -N 0.14 0 T 0.00 0.14 N -M 0.31 1444 T 0.06 0.25 M -L 0.37 2287 T 0.11 0.26 L -K 0.32 2666 T 0.13 0.19 K -B 0.77 2414 T 0.21 0.56 B -D 0.85 2414 T 0.21 0.64 D -J 0.85 2414 T 0.21 0.64 J -I 0.29 1494 T 0.06 0.23 I -H 0.16 0 T 0.00 0.16 ------------- Webs ------------- F -E 0.17 886 C E -N 0.43 1083 T N -0 0.20 1034 C 0 -M 0.25 646 T M -P 0.12 607 C P -L 0.11 287 T L -Q 0.05 273 C Q -K 0.05 189 C K -A 0.21 523 T B -A 0.07 401 C D -C 0.25 640 T C -J 0.21 1059 C J -R 0.32 808 T R -I 0.20 1039 C I -G 0.45 1125 T H -G 0.09 508 C H -G 0.09 508 C LL Defl -0.25" in K -B L/725 TL Defl -0.34" in K -B L/542 Shear // Grain in D -J 0.64 DL Defl -0.13" at B L/999 Plates for each ply each face. PLATING CONFORMS TO TPI, REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI E LOCK 4.Ox 4.0 0.5-0.5 0.82 C LOCK 3.0x 3.0 Ctr-0.2 0.95 R LOCK 3.Ox 4.0-0.2 Ctr 0.99 G LOCK 4.Ox 6.0 Ctr-0.5 0.77 F LOCK 1.Ox 4.0 Ctr 0.5 0.90 N LOCK 4.Ox 4.0 Ctr 0.5 0.97 B LOCK 1.0x 4.0 Ctr 0.5 0.90 Scale: 0.388" = 1' D LOCK 2.Ox 3.0 0.2 Ctr 0.83 J LOCK 4.Ox 4.0 0.3 0.5 0.64 I LOCK 4.Ox 4.0 0.2 0.5 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC.. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 2612 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M 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: NC Robbins Engineering, Inc./Online Plus'- 0 1996.2005 Version 18 0.014 Engineering - Portrait 12/23/2005 3:55:14 PM Page 1 Job -Mark Quan Type Span P1-H1 Left OH Right OH Engineering S862CTF FTL 1 M150 150900 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 TC_ _ 9..-0 9-0__.. 270'0 9-12 9-12 - lx3 4x4 3x3 3x3 3x3 3x3 3x3 4x4 4x6 E O P Q A C R G \ ' S H N M L R 8 D J I 2x3 ix3 4x4 3x3 3x3 3x3 lx4 2x3 4x4 4x4 Common Diagonal: 1-3-0 W:308 W:308 R: 884 R: 922 BC _ 10-3-0 15-9-0 ALL BLATEB ARE LOCR20 Scale: 0.392" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.89 4x 2 SP-#2 BC 0.83 4x 2 SP-SS WB 0.44 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 9- 0 BC Cont. 0- 0- 0 15- 9- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 884 OG 3- 8 1- 0 H 922 OG 3- 8 1- 0 G = Gravity Uplift Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -0 0.34 739 C 0.00 0.34 O -P 0.37 1852 C 0.03 0.34 P -Q 0.36 2436 C 0.05 0.31 Q -A 0.67 2552 C 0.05 0.62 A -C 0.89 2340 C 0.04 0.85 C -R 0.86 1818 C 0.01 0.85 R -G 0.36 787 C 0.01 0.35 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- * -N 0.14 0 T 0.00 0.14 N -M 0.31 1426 T 0.06 0.25 M -L 0.36 2251 T 0.10 0.26 L -K 0.31 2613 T 0.28 0.03 K -B 0.78 2340 T 0.21 0.57 B -D 0.83 2340 T 0.21 0.62 D -J 0.83 2340 T 0.21 0.62 J -I 0.26 1477 T 0.06 0.20 I -H 0.14 0 T 0.00 0.14 ------------- Webs ------------- F -E 0.17 877 C E -N 0.42 1070 T N -0 0.20 1021 C 0 -M 0.25 633 T M -P 0.11 594 C P -L 0.11 275 T L -Q 0.05 261 C Q -K 0.05 202 C K -A 0.21 542 T B -A 0.07 402 C D -C 0.20 523 T C -J 0.20 1043 C J -R 0.28 700 T R -I 0.20 1020 C I -G 0.44 1113 T H -G 0.09 505 C H -G 0.09 505 C LL Defl -0.26" in K -B L/711 TL Defl -0.34" in K -B L/531 Shear // Grain in D -J 0.45 DL Defl -0.13" at B L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI E LOCK 4.Ox 4.0 0.5-0.5 0.81 R LOCK 4.Ox 4.0 Ctr-0.5 0.64 G LOCK 4.Ox 6.0 Ctr-0.5 0.76 F LOCK 1.0x 4.0 Ctr 0.5 0.90 N LOCK 4.Ox 4.0 Ctr 0.5 0.96 B LOCK 1.0x 4.0 Ctr 0.5 0.90 D LOCK 2.Ox 3.0 0.2 Ctr 0.68 J LOCK 4.Ox 4.0 Ctr 0.5 0.64 I LOCK 4.Ox 4.0 Ctr 0.5 0.99 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp, force 2552 Lbs Quality Control Factor 1.25 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: NC Robbins Engineering. Inc.lOnline Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 3:55:14 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTF FT9 1 M150 160708 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 TC 9-0 9-0 2-0-0 lx3 4x4 3x3 3x3 3x3 3x3 3x3 3x4 3x4 4x6 E O P Q A C S2 R G (74 1-6-0 F ` H ---- 1x4 N M L S1 R B D J 1 2x3 lx3 4x4 3x3 3x3 3x6 3x3 lx4 2x3 3x4 4x4 Common Diagonal: 1-3-0 W:308 W:308 R: 935 R: 967 BC 10-3-0 6-4-8 16-7-8 ALL PLATES ARE LOCR20 Scale: 0.373" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.77 4x 2 SP42 BC 0.71 4x 2 SP42 EX S1-H 4x 2 SP-SS WB 0.47 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 16- 7- 8 BC Cont. 0- 0- 0 16- 7- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1,00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- R -G 0.36 840 C 0.00 0.36 --------Bottom Chords --------- F -N 0.28 0 T 0.00 0.28 N -M 0.61 1520 T 0.13 0.48 M -L 0.71 2439 T 0.22 0.49 L -S1 0.63 2889 T 0.27 0.36 S1-K 0.33 2889 T 0.31 0.02 K -B 0.77 2712 T 0.23 0.54 B -D 0.77 2712 T 0.23 0.54 D -J 0.77 2712 T 0.23 0.54 J -I 0.31 1568 T 0.07 0.24 I -H 0.16 0 T 0.00 0.16 ------------- Webs ------------- F -E 0.18 928 C E -N 0.45 1140 T N -O 0.21 1089 C O -M 0.28 702 T M -P 0.13 663 C P -L 0.13 342 T L -Q 0.06 324 C Q -K 0.07 191 T K -A 0.19 478 T B -A 0.07 370 C D -C 0.16 400 T C -J 0.19 973 C J -R 0.30 748 T R -I 0.21 1083 C I -G 0.47 1187 T H -G 0.10 531 C H -G 0.10 531 C LL Defl -0.27" in K -B L/707 TL Defl -0.36" in K -B L/530 Shear // Grain in K -B 0.41 DL Defl -0.14" at B L/999 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Plates for each ply each face. F 935 OG 3- 8 1- 0 PLATING CONFORMS TO TPI. H 967 OG 3- 8 1- 0 REPORTS: SBCCI 9761 G = Gravity Uplift ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Membr CSI P Lbs Axl-CSI-Bnd Plate - LOCK 20 Ga, Gross Area ----------Top Chords---------- Plate - RHS 20 Gar Gross Area E -0 0.34 787 C 0.00 0.34 Jt Type Plt Size X Y JSI O -P 0.38 1993 C 0.04 0.34 E LOCK 4.Ox 4.0 0.5-0.5 0.86 P -Q 0.35 2670 C 0.05 0.30 0 LOCK 3.Ox 3.0 0.2 Ctr 0.97 Q -A 0.64 2861 C 0,06 0.58 G LOCK 4.Ox 6.0 Ctr-0.5 0.82 A -C 0.77 2712 C 0.05 0.72 F LOCK 1.0x 4.0 Ctr 0.5 0.98 C -S2 0.74 2072 C 0.02 0.72 N LOCK 4.Ox 4.0-0.2 0.5 0.92 S2-R 0.38 2072 C 0.02 0.36 M LOCK 3.Ox 3.0-0.2 Ctr 0,96 Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 1212W2005 3:55:15 PM Page 1 B LOCK 1.0x 4.0 Ctr 0.5 0.98 D LOCK 2.Ox 3.0 0.2 Ctr 0.60 I LOCK 4.Ox 4.0 0.2 0.5 0.96 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp, force 2861 Lbs Quality Control Factor 1.25 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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH Ettghteering SB62CTF FT6 t 4 M150 200708 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 TC 9-0 _ 2-0-0 9-0 9-0, lx3 4x6 4x4 3x3 3x3 3x3 3x3 3x3 3x4 3x3 4x4 4x4 E Q R S A C T S2 U v G F _ 2x3 P 5x4 W:308 R:1177 BC O N M B D L K J 4x4 3x3 3x3 lx4 lx4 3x3 3x3 4x4 S1 20G-RHS-3xlO Common Diagonal: 1-3-0 10_4_8 10-3-0 - 20-7-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.59 4x 2 SP-#2 BC 0.93 4x 2 SP-#2 EX S1-H 4x 2 SP-SS WB 0.59 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 7- 8 BC Cont. 0- 0- 0 20- 7- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Robbins Engineering, Inc./Online P1us- V -G 0.34 1005 C 0.01 0.33 --------Bottom Chords --------- F -P 0.27 0 T 0.00 0.27 P -0 0.64 1987 T 0.16 0.48 0 -N 0.77 3313 T 0.28 0.49 N -S1 0.93 4146 T 0.87 0.06 S1-M 0.46 4146 T 0.44 0.02 M -B 0.66 4416 T 0.34 0.32 B -D 0.67 4416 T 0.34 0.33 D -L 0.67 4416 T 0.34 0.33 L -K 0.47 4132 T 0.44 0.03 K -J 0.40 3287 T 0.14 0.26 J -I 0.33 1946 T 0.08 0.25 I -H 0.15 0 T 0.00 0.15 ------------- Webs ------------- F -E 0.12 643 C F -E 0.12 643 C E -P 0.59 1485 T P -Q 0.28 1392 C Q -O 0.40 1003 T 0 -R 0.19 968 C R -N 0.25 632 T N -S 0.12 602 C S -M 0.18 464 T M -A 0.12 649 C B -A 0.12 307 T D -C 0.12 314 T C -L 0.13 662 C L -T 0.18 471 T T -K 0.12 611 C K -U 0.25 640 T U -J 0.19 978 C J -V 0.40 1014 T V -I 0.28 1398 C I -G 0.58 1456 T H -G 0.22 1157 C Lbs Lbs In-Sx In-Sx F 1178 OG 3- 8 1- 0 LL Defl -0.35" in B -D L/679 H 1164 OG 3- 8 1- 0 TL Defl -0.48" in B -D L/502 G = Gravity Uplift Shear // Grain in M -B 0.29 DL Defl -0.18" at B L/999 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- Plates for each ply each face. E -Q 0.35 1050 C 0.01 0.34 PLATING CONFORMS TO TPI, Q -R 0.41 2662 C 0.07 0.34 REPORTS: SBCCI 9761 R -S 0.53 3738 C 0.25 0.28 ROBBINS ENGINEERING, INC. S -A 0.56 4274 C 0.08 0.48 USING GROSS AREA TEST. A -C 0.59 4416 C 0.10 0.49 Plate - LOCK 20 Ga, Gross Area C -T 0.57 4265 C 0.08 0.49 Plate - RHS 20 Gar Gross Area T -S2 0.49 3719 C 0.24 0.25 Jt Type Plt Size X Y JSI S2-U 0.51 3718 C 0.24 0.27 E LOCK 4.Ox 6.0 0.2-0.5 1.00 U -V 0.40 2629 C 0.07 0.33 Q LOCK 4.Ox 4.0 Ctr-0.5 0.90 Robbins Engineering, Inc./Online Plus'" 01996.2005 Version 18.0,014 Engineering - Portrait 12/23/2005 3:55:16 PM Page 1 I 5x4 H lx4 lx3 W:308 R:1164 Scale: 0.303" = 1' V LOCK 4,0x 4.0 Ctr-0.5 0.91 G LOCK 4.0x 4.0-1.0-0.5 1.00 P LOCK 5.Ox 4.0-0.5 1.0 0.99 O LOCK 4.Ox 4.0 Ctr 0.5 0.90 B LOCK 1.Ox 4.0 Ctr 0.5 0.98 D LOCK 1.Ox 4.0 Ctr 0.5 0.98 J LOCK 4.Ox 4.0 Ctr 0.5 0.91 I LOCK 5.Ox 4.0 0.5 1.0 0.97 H LOCK 1.Ox 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FEC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4416 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB62CTF FTS 1 1 M100 200408 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 1-6-0 HO 1-6-0 TC 20-4-8 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 3x4 lx4 lx4 A S T U V W X Y Z AA BB S2 CC DD HO 1-6-0 lx3 lx4 lx4 lx4 EE FF C e ilill p it a li a 4 a a a 4 U b U 9 fP D 2x3 R Q F O Sl N M L K J I H G F E lx4 lx4 lx4 lx4 1x4 3x41x4 lx4 lx4 lx4 lx4 lx4 1x4 lx4 lx4 lx4 lx3 Common Diagonal: 1-2-8 BC __ 20-4-8 20-4-8 _ ALL PLATES ARE LOCK20 Scale: 0.306" = 1 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.09 4x 2 SP42 BC 0.26 4x 2 SP42 WB 0.02 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 4- 8 BC Cont. 0- 0- 0 20- 4- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb-1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1,10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 20- 4- 8 2234 0 Hz = 0 Robbins Engineering, Inc./Online P1us- Q -P 0.23 0 T 0.00 0.23 P -0 0.22 0 T 0.00 0.22 O -S1 0,15 0 T 0.00 0.15 S1-N 0.14 0 T 0.00 0.14 N -M 0.22 0 T 0.00 0.22 M -L 0.23 0 T 0.00 0.23 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -i 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -G 0.23 0 T 0.00 0.23 G -F 0.23 0 T 0.00 0.23 F -E 0.23 0 T 0.00 0.23 E -D 0.26 0 T 0.00 0.26 ------------- Webs ------------- B -A 0.00 44 C B -A 0.00 44 C R -S 0.02 139 C Q -T 0.02 131 C P -U 0.02 133 C O -V 0.02 133 C N -W 0.02 133 C M -X 0.02 133 C L -Y 0.02 133 C K -Z 0.02 133 C J -AA 0.02 133 C I -BB 0.02 133 C H -CC 0.02 133 C G -DD 0.02 134 C F -EE 0.02 129 C E -FF 0.02 148 C D -C 0.01 67 C 0.01 0.00 LL Defl 0.00" in E -D L/999 TL Defl 0.00" in E -D L/999 Shear // Grain in 8 -R 0.20 DL Defl 0.00" at L/999 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- Plates for each ply each face. A -S 0.08 14 C 0.00 0.08 PLATING CONFORMS TO TPI. S -T 0.08 14 C 0.00 0.08 REPORTS: SBCCI 9761 T -U 0.07 14 C 0.00 0.07 ROBBINS ENGINEERING, INC. U -V 0.07 14 C 0.00 0.07 USING GROSS AREA TEST. V -W 0.07 14 C 0.00 0.07 Plate - LOCK 20 Ga, Gross Area W -X 0.07 14 C 0.00 0.07 Plate - RHS 20 Ga, Gross Area X -Y 0.07 14 C 0.00 0.07 Jt Type Plt Size X Y JSI Y -Z 0.07 14 C 0.00 0.07 S LOCK 1.0x 4.0 Ctr-0.5 0.98 Z -AA 0.07 14 C 0.00 0.07 T LOCK 1.0x 4.0 Ctr-0.5 0.98 AA -BB 0.07 14 C 0.00 0.07 U LOCK 1.0x 4.0 Ctr-0.5 0.98 BB-S2 0.07 14 C 0.00 0.07 V LOCK 1.0x 4.0 Ctr-0.5 0.98 S2-CC 0.07 14 C 0.00 0.07 W LOCK 1.0x 4.0 Ctr-0.5 0.98 CC-DD 0.07 14 C 0.00 0.07 X LOCK 1.Ox 4.0 Ctr-0.5 0.98 DD-EE 0.07 14 C 0.00 0.07 Y LOCK 1.0x 4.0 Ctr-0.5 0.98 EE-FF 0.09 14 C 0.00 0.09 Z LOCK 1.Ox 4.0 Ctr-0.5 0.98 FF-C 0.09 14 C 0.00 0.09 AA LOCK 1.0x 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- BB LOCK 1.0x 4.0 Ctr-0.5 0.98 B -R 0.19 0 T 0.00 0.19 CC LOCK 1.0x 4.0 Ctr-0.5 0.98 R -Q 0.23 0 T 0.00 0.23 DD LOCK 1.Ox 4.0 Ctr-0.5 0.98 EE LOCK 1.0x 4.0 Ctr-0.5 0.98 FF LOCK 1.Ox 4.0 Ctr-0.5 0.98 C LOCK 1.Ox 4.0 Ctr-0.5 0.98 R LOCK I.Ox 4.0 Ctr 0.5 0.98 Q LOCK 1.0x 4.0 Ctr 0.5 0.98 P LOCK 1.0x 4.0 Ctr 0.5 0.98 O LOCK 1.0x 4.0 Ctr 0.5 0,98 N LOCK 1.Ox 4.0 Ctr 0.5 0.98 M LOCK I.Ox 4.0 Ctr 0.5 0.98 L LOCK 1.0x 4.0 Ctr 0.5 0.98 K LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.0x 4.0 Ctr 0.5 0.98 I LOCK 1.Ox 4.0 Ctr 0.5 0.98 H LOCK 1.0x 4.0 Ctr 0.5 0.98 G LOCK 1.Ox 4.0 Ctr 0.5 0.98 F LOCK 1.0x 4.0 Ctr 0.5 0.98 E LOCK 1.Ox 4.0 Ctr 0.5 0.98 D LOCK 1.0x 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 148 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1, EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL, 34946 2. 111CAUTION111 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: NC Robbins Engineering, Inc./Online PIUSTM 01996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 3:55:17 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SR62CTF FT13 1 M100 150408 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 1-6-0 HO 1-6-0 HO 1-6-0 TC __ 15-4-8_ ix3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 AC R S T U V w X Y Z AA HH E H lx4 D Q F v n N J. n j a a lx3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 L _u.?. _�.. _v___.,._.�...,v. o"_''.....��" • `..1..e" ,k rr Common Diagonal: 1-2-8 BC Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 . CSI -Size- ----Lumber---- TC 0.08 4x 2 SP42 BC 0.23 4x 2 SP42 NB 0.02 4x 2 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 IS- 4- 8 SC Cont. 0- 0- 0 15- 4- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb-1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to is- 4- 8 1685 0 HE = 0 15-4-8 15-4-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- B -Q 0.21 0 T 0.00 0.21 Q -P 0.23 0 T 0.00 0.23 P -O 0.23 0 T 0.00 0.23 0 -N 0.23 0 T 0.00 0.23 N -M 0.23 0 T 0.00 0.23 M -L 0.23 0 T 0.00 0.23 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -G 0.22 0 T 0.00 0.22 G -F 0.15 0 T 0.00 0.15 ------------- Webs ------------- B -A 0.01 58 C 0.01 0.00 Q -R 0.02 143 C P -S 0.02 131 C O -T 0.02 133 C N -U 0.02 133 C M -V 0.02 133 C L -W 0.02 133 C K -X 0.02 133 C J -Y 0.02 133 C I -Z 0.02 132 C H -AA 0.02 138 C G -BB 0.01 97 C F -E 0.00 15 C F -E 0.00 15 C LL Defl 0.00" in F -F L/999 TL Defl 0.00" in F -F L/999 Shear // Grain in F -F 0.32 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SSCCI 9761 Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. ----------Top Chords---------- USING GROSS AREA TEST. A -R 0.08 14 C 0.00 0.08 Plate - LOCK 20 Gar Gross Area R -S 0.08 14 C 0.00 0.08 Plate - RHS 20 Gar Gross Area S -T 0.07 14 C 0.00 0.07 Jt Type Pit Size X Y JSI T -U 0.07 14 C 0.00 0.07 A LOCK l.Ox 4.0 Ctr-0.5 0.90 U -V 0.07 14 C 0.00 0.07 R LOCK 1.Ox 4.0 Ctr-0.5 0.90 V -W 0.07 14 C 0.00 0.07 S LOCK 1.0x 4.0 Ctr-0.5 0.90 W -X 0.07 14 C 0.00 0.07 T LOCK 1,Ox 4.0 Ctr-0.5 0.90 X -Y 0.07 14 C 0.00 0.07 U LOCK 1.0x 4.0 Ctr-0.5 0.90 Y -Z 0.07 14 C 0.00 0.07 V LOCK 1.0x 4.0 Ctr-0.5 0.90 Z -AA 0.08 14 C 0.00 0.08 W LOCK 1.Ox 4.0 Ctr-0.5 0.90 AA -BB 0.08 14 C 0.00 0.08 X LOCK 1.0x 4.0 Ctr-0.5 0.90 88-E 0.05 14 C 0.00 0.05 Y LOCK 1.Ox 4.0 Ctr-0.5 0.90 Robbins Engineering, Inc./Online PlusT" 01996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 3:55:18 PM Page 1 Scale: 0.401" = 1' Z LOCK 1.0x 4.0 Ctr-0.5 0.90 AA LOCK 1.0x 4.0 Ctr-0.5 0.90 BB LOCK 1.0x 4.0 Ctr-0.5 0.90 8 LOCK 1.0x 4.0 Ctr 0.5 0.90 Q LOCK 1.0x 4.0 Ctr 0.5 0.90 P LOCK 1.Ox 4.0 Ctr 0.5 0.90 0 LOCK 1.0x 4.0 Ctr 0.5 0.90 N LOCK 1.0x 4.0 Ctr 0.5 0.90 M LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 1.Ox 4.0 Ctr 0.5 0.90 K LOCK 1.Ox 4.0 Ctr 0.5 0.90 J LOCK 1.0x 4.0 Ctr 0.5 0.90 I LOCK 1.0x 4.0 Ctr 0.5 0.90 H LOCK 1.0x 4.0 Ctr 0.5 0.90 G LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 143 Lbs Quality Control Factor 1.25 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 & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB62CTF FT12 4 M150 150908 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 OD 0 TC 9-8 9-8 2-0-0 9-8 9-8 4 lx3 lx3 4x4 3x3 3x3 3x3 3x3 3x3 3x3 4x4 1-6-0 E P Q A C R S G F lx4 , lx3 O N M H D L 4x4 3x3 3x3 lx4 lx4 3x3 Common Diagonal: 1-3-0 K 3x3 J 4x4 W:308 W:308 R: 895 R: 896 BC 7-10-0 7-11-8 15-9-8 - ALL PLATES ARE LOCK20 Scale: 0.387" = 1 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- F -O 0.27 0 T 0.00 0.27 Online Plus -- Version 18.0.014 O -N 0.60 1449 T 0.13 0.47 RUN DATE: 23-DEC-05 N -M 0.59 2287-T 0.21 0.38 M -B 0.85 2590 T 0.40 0.45 CSI -Size- ----Lumber---- B -D 0.85 2590 T 0.40 0.45 TC 0.44 4x 2 SP-#2 D -L 0.85 2590 T 0.40 0.45 BC 0.85 4x 2 SP42 L -K 0.59 2287 T 0.21 0.38 WB 0.43 4x 2 SP-#3 K -J 0.60 1449 T 0.13 0.47 J -I 0.31 0 T 0.00 0.31 Brace truss as follows: ------------- Webs ------------- O.C. From To F -E 0.17 888 C TC Cont. 0- 0- 0 15- 9- 8 E -0 0.43 1088 T BC Cont. 0- 0- 0 15- 9- 8 0 -P 0.20 1037 C P -N 0.25 637 T Loading Live Dead (psf) N -Q 0.12 605 C TC 40.0 10.0 Q -M 0.16 403 T BC 0.0 5.0 M -A 0.10 533 C Total 40.0 15.0 55.0 B -A 0.09 232 T Spacing 24.0" D -C 0.09 232 T Lumber Duration Factor 1.00 C -L 0.10 533 C Plate Duration Factor 1.00 L -R 0.16 403 T TC Fb=1.15 Fc=1.10 Ft=1.10 R -K 0.12 605 C BC Fb=1.10 Fc=1.10 Ft=1.10 K -S 0.25 637 T S -J 0.20 1037 C Plus 2 Unbalanced Load Cases J -G 0.43 1088 T Plus 1 UBC LL Load Case(s) I -G 0.17 888 C Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC LL Defl -0.14" in D -L L/999 TL Defl -0.18" in M -B L/991 Shear // Grain in I -I 0.32 DL Defl -0.12" at B L/999 Plates for each ply each face. it React Uplft Size Req'd PLATING CONFORMS TO TPI. Lbs Lbs In-Sx In-Sx REPORTS: SBCCI 9761 F 895 OG 3- 8 1- 0 ROBBINS ENGINEERING, INC. I 896 OG 3- 8 1- 0 USING GROSS AREA TEST. G = Gravity Uplift Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Membr CSI P Lbs Axl-CSI-Bnd it Type Plt Size X Y JSI ----------Top Chords---------- E LOCK 4.Ox 4.0 0.5-0.5 0.82 E -P 0.36 751 C 0.00 0.36 G LOCK 4.Ox 4.0-0.5-0.5 0.82 P -Q 0.39 1878 C 0.03 0.36 F LOCK 1.Ox 4.0 Ctr 0.5 0.90 Q -A 0.42 2430 C 0.02 0.40 0 LOCK 4.Ox 4.0 Ctr 0.5 0.97 A -C 0.44 2590 C 0.04 0.40 B LOCK 1.0x 4.0 Ctr 0.5 0.90 C -R 0.42 2430 C 0.02 0.40 D LOCK I.Ox 4.0 Ctr 0.5 0.90 R -S 0.39 1878 C 0.03 0.36 J LOCK 4.Ox 4.0 Ctr 0.5 0.97 S -G 0.36 751 C 0.00 0.36 Robbins Engineering, Inc./Online Plus- 01996-2005 Version 18.0.014 Engineering -Portrait 12/23@005 3:55:19 PM Pagel I 2x3 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp, force 2590 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: NC Job Mark I Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTF FT14 1 M150 150213 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 TC 9-8 9-8 2-0-0 1-0-5 1x3 4x4 3x3 3x3 3x3 lx4 3x3 3x3 4x6 1-6-0 E N O A C P Q G P H 1 4 2x3 x M lx34 4x4 W:309 R: 966 HC L 3x3 7-16-0 K a D J I 3x3 ix4 3x3 3x3 4x4 Common Diagonal: 1-3-0 15-2-13 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' --------Bottom Chords --------- F -M 0.27 0 T 0.00 0.27 Online Plus -- Version 18.0.014 M -L 0.59 1395 T 0.12 0.47 RUN DATE: 23-DEC-05 L -K 0.58 2185 T 0.20 0.38 K -B 0.76 2426 T 0.38 0.38 CSI -Size- ----Lumber---- B -D 0.77 2426 T 0.38 0.39 TC 0.56 4x 2 SP42 D -J 0.70 2207 T 0.31 0.39 BC 0.77 4x 2 SP42 J -I 0.59 1428 T 0.12 0.47 WB 0.43 4x 2 SP-#3 I -H 0.28 0 T 0.00 0.28 ------------- Webs ------------- Brace truss as follows: F -E 0.17 860 C O.C. From To E -M 0.42 1048 T TC Cont. 0- 0- 0 15- 2-13 M -N 0.20 998 C BC Cont. 0- 0- 0 15- 2-13 N -L 0.24 600 T L -0 0.11 570 C Loading Live Dead (psf) 0 -K 0.14 370 T TC 40.0 10.0 K -A 0.09 471 C BC 0.0 5.0 B -A 0.07 187 T Total 40.0 15.0 55.0 D -C 0.05 281 C Spacing 24.0" D -P 0.22 567 T Lumber Duration Factor 1.00 P -J 0.11 572 C Plate Duration Factor 1.00 J -Q 0.23 584 T TC Fb=1.15 Fc=1.10 Ft=1.10 Q -I 0.20 993 C BC Fb=1.10 Fc=1.10 Ft=1.10 I -G 0.43 1074 T H -G 0.09 482 C Plus 2 Unbalanced Load Cases H -G 0.09 482 C 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 F 867 OG 3- 8 1- 0 H 883 OG 3- 8 1- 0 G - Gravity Uplift LL Defl -0.15" in K -B L/999 TL Defl -0.19" in K -B L/936 Shear // Grain in H -H 0.32 DL Defl -0.12" at B L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI Membr CSI P Lbs Axl-CSI-Bnd E LOCK 4.Ox 4.0 0.5-0.5 0.79 ----------Top Chords---------- C LOCK 1.Ox 4.0 Ctr-0.5 0.90 E -N 0.35 724 C 0.00 0.35 G LOCK 4.Ox 6.0 Ctr-0.5 0.74 N -0 0.38 1800 C 0.03 0.35 F LOCK 1.0x 4.0 Ctr 0.5 0.90 0 -A 0.39 2306 C 0.02 0.37 M LOCK 4.Ox 4.0 Ctr 0.5 0.94 A -C 0.56 2426 C 0.03 0.53 B LOCK 1.Ox 4.0 Ctr 0.5 0.90 C -P 0.56 2426 C 0.03 0.53 I LOCK 4.Ox 4.0 Ctr 0.5 0.96 P -Q 0.40 1821 C 0.03 0.37 Q -G 0.37 759 C 0.00 0.37 W:308 R: 892 _. 7-4-13 Scale: 0.404" = 1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 2426 Lbs Quality Control Factor 1.25 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: NC Robbins Engineering. Inc./Online Plus' 0 1996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 3:55:20 PM Page 1 Job Mark I Quan Type Span PI-H1 Left OH Right OH I Engineering SB62CTF FT16 1 M150 130213 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 TC 9-8 9-8 2-0-0 9-2 9-3 lx3 4x4 3x3 3x3 3x3 3x3 3x3 4x6 1-6-0 M L A H D J I 4x4 3x3 3x3 lx4 lx4 3x3 4x4 Common Diagonal: 1-3-0 w:308 W:308 R: 750 R: 779 8C 7-10-0 _ - 5-4-13 13-2-13 _ _._ ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.61 4x 2 SP-#2 BC 0.85 4x 2 SP-#1 WB 0.36 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 2-13 BC Cont. 0- 0- 0 13- 2-13 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 750 OG 3- 8 1- 0 H 779 OG 3- 8 1- 0 G = Gravity Uplift Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -N 0.34 613 C 0.00 0.34 N -0 0.36 1479 C 0.02 0.34 0 -A 0.35 1804 C 0.02 0.33 A -C 0.61 1771 C 0.02 0.59 C -P 0.60 1443 C 0.01 0.59 P -G 0.32 646 C 0.00 0.32 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- F -M 0.22 0 T 0.00 0.22 M -L 0.46 1177 T 0.08 0.38 L -K 0.44 1767 T 0.14 0.30 K -B 0.75 1771 T 0.24 0.51 B -D 0.85 1771 T 0.24 0.61 D -J 0.85 1771 T 0.24 0.61 J -I 0.39 1214 T 0.09 0.30 I -H 0.22 0 T 0.00 0.22 ------------- Webs ------------- F -E 0.14 744 C E -M 0.35 887 T M -N 0.16 839 C N -L 0.18 448 T L -0 0.08 425 C 0 -K 0.08 221 T K -A 0.11 276 T B -A 0.04 209 C D -C 0.14 356 T C -J 0.14 737 C J -P 0.20 517 T P -1 0.16 840 C I -G 0.36 914 T H -G 0.08 425 C H -G 0.08 425 C LL Defl -0.14" in K -B L/999 TL Defl -0.19" in K -B L/811 Shear // Grain in K -B 0.34 DL Defl -0.12" at B L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI E LOCK 4.Ox 4.0 0.5-0.5 0.67 G LOCK 4.Ox 6.0 Ctr-0.5 0.63 F LOCK 1.Ox 4.0 Ctr 0.5 0.90 M LOCK 4.Ox 4.0 Ctr 0.5 0.79 B LOCK 1.0x 4.0 Ctr 0.5 0.90 D LOCK 1.0x 4.0 Ctr 0.5 0.93 I LOCK 4.Ox 4.0 Ctr 0.5 0.82 Scale: 0.462" = 1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1804 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD, FORT PIERCE FL. 34946 2. M 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: NC Robbins Engineering, Inc./Online Plus'" ®1996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 3:55:21 PM Page i Job Mar1c Quan Type Span Pl-H1 Left OH Right OH Engineering SB,62CTF lzo 1 FLAT 90604 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 Ho 1-6-0 HO 1-6-0 TC 3x3 2x4 G H 3x8 3x8 A 8 a 1-6-074 / II I s. ; 7 ` . E., C 2x4 P 3x8 4x8" w:308 w:308 R:3047 R:1047 13C _._ 9-6-4 - ALL PLATES ARE LOCK20 Scale: 0.624" = 1' Robbins Engineering, Inc./Online Plus' Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Online Plus -- Version 18.0.014 D 1047 0 3- 8 1- 4 RUN DATE: 23-DEC-05 C 1047 0 3- 8 1- 4 CSI -Size- ----Lumber---- TC 0.52 2x 4 SP-#2 BC 0.67 2x 4 SP-#2 WB 0.78 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 6- 4 BC Cont. 0- 0- 0 9- 6- 4 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 9.5' BC V 0 10 0.0' 9.5' TC V 0 110 0.0' 9.5' Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.51 1819 C 0.04 0.47 G -H 0.43 1815 C 0.04 0.39 H -B 0.52 1815 C 0.04 0.48 --------Bottom Chords --------- D -F 0.38 0 T 0.00 0.38 F -E 0.67 1819 T 0.33 0.34 E -C 0.35 0 T 0.00 0.35 ------------- Webs ------------- D -A 0.20 1019 C A -F 0.78 1954 T F -G 0.13 694 C G -E 0.06 166 C E -H 0.13 693 C E -B 0.78 1950 T C -B 0.20 1018 C LL Defl -0.03" in F -E L/999 TL Defl -0.08" in F -E L/999 Shear // Grain in A -G 0.60 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 0.5 Ctr 0.97 B LOCK 3.Ox 8.0-0.5 Ctr 0.97 F LOCK 3.Ox 8.0-0.5 Ctr 0.97 E LOCK 4.Ox 8.0 1.0 Ctr 1.00 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1819 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: NC Robbins Engineering, Inc./Online PlusTM 0 1998.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 3:55:05 PM Page 1 Job Murk Quan Type Span P1-H1 Left OH Right OH Engineering SB,62CTF FG17 1*2P FLAT 111100 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 Ho 1-6-0 HO 1-6-0 TC 11-11-0 3x10 3x3 2x4 A G H 3x10 s 1-6-0 D 2x4 E W:306 4x12 HGR R:2604 R:2688 sC ll-1'1=0 -- - ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 *************** * 2-Ply Truss *************** CSI -Size- ----Lumber---- TC 0.89 2x 4 SP42 BC 0.81 2x 6 SP-#2 WB 0.24 2x 4 SP43 EX A -F 2x 4 SP42 EX E -B 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11-11- 0 BC Cont. 0- 0- 0 11-11- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb-1.00 Fc=1.00 Ft-1.00 BC Fb-1.00 Fc=1.00 Ft-1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 11.9' BC V 0 10 0.0' 11.9' TC V 231 85 0.0' 11.9' BC V 116 99 8.2' CL-LB Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- Lbs Lbs In-Sx In-Sx D 2604 0 3- 8 1- 9 C 2688 0 3- 8 1- 9 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.86 5808 C 0.10 0.76 G -H 0.89 5906 C 0.13 0.76 H -B 0.82 5906 C 0.11 0.71 --------Bottom Chords--------- D -F 0.23 0 T 0.00 0.23 F -E 0.81 5809 T 0.48 0.33 E -C 0.33 0 T 0.00 0.33 ------------- Webs ------------- D -A 0.24 2479 C A -F 0.70 6095 T F -G 0.18 1878 C G -E 0.05 257 T E -H 0.17 1825 C E -B 0.71 6197 T C -B 0.24 2521 C LL Defl -0.13" in F -E L/999 TL Def•1 -0.18" in F -E L/741 Shear // Grain in G -H 0.77 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox10.0 2.0 Ctr 0.96 B LOCK 3.Ox10.0-2.0 Ctr 0.96 F LOCK 3.Ox10.0-2.0 Ctr 0.94 E LOCK 4.Oxl2.0 1.0 Ctr 0.96 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.507" = 1' Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 6 16 0 BC 2 12 24 0 WB 1 4 4 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. Max comp, force 5906 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.C. Jt React Uplft Size Req'd NOTES: Robbins Engineering. Inc./Online Plus'" 01996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 3:55:04 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB.62CTF FT23 1 M200 31100 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 TC 3-11-0 3x4 lx4 3x4 i I D F 2x3` B 3x6 t� Common Diagonal: 2-5-4 W:308 W:308 R: 215 R: 262 BC 3-11-0 3-11-0 _ ALL PLATES ARE LOCK20 Scale: 0.854" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.20 4x 2 SP-#2 BC 0.41 4x 2 SP-#2 WB 0.08 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3-11- 0 BC Cont. 0- 0- 0 3-11- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft-1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 215 OG 3- 8 1- 0 F 263 OG 3- 8 1- 0 G = Gravity Uplift Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- C -A 0.20 176 C 0.00 0.20 A -E 0.20 176 C 0.00 0.20 --------Bottom Chords --------- D -B 0.34 0 T 0.00 0.34 B -F 0.41 0 T 0.00 0.41 ------------- Webs ------------- D -C 0.02 113 C D -C 0.02 113 C C -B 0.08 220 T B -A 0.04 224 C B -E 0.08 220 T F -E 0.02 113 C F -E 0.02 113 C LL Defl 0.01" in D -B L/999 TL Defl 0.01" in D -B L/999 Shear // Grain in F -F 0.32 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI C LOCK 3.Ox 4.0-0.5 Ctr 0.90 A LOCK 1,Ox 4.0 Ctr-0.5 0.90 E LOCK 3.Ox 4.0 0.5 Ctr 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 224 Lbs Quality Control Factor 1.25 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: NC NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Robbins Engineering, Inc./Online PIUSTM a 1996-2005 Version 18.0.014 Engineering - Portrait 12/23/2005 3:55:21 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB,62CTF FG15 1*2P FLAT 130700 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 HO 1-6-0 HO 1-6-0 6x6 3x4 4x4 2x4 3x8 2x4 4x4 1-6-0 D C 2x4 2.4 R Q $ 6x6 3x3 3x12 2x4 3x8 W:308 W:508 W:308 R:4046 R:6187 R:2068 - _ 13-7-0ALL PLATES ARE LOCK20 Scale: 0.450" = 1' 9 Online Plus -- Version 18.0,014 RUN DATE: 23-DEC-05 *************** * 2-Ply Truss CSI -Size- TC 0.98 2x 4 SP-#2 BC 0.62 2x 4 SP42 WB 0.53 2x 4 SP-#3 EX A -K 2x 4 SP42 EX E -I 2x 6 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 7- 0 BC Cont. 0- 0- 0 13- 7- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fo=1.00 Ft-1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 13.6' BC V 0 10 0.0' 13.6' TC V 434 161 0.0' 13.6' TC V 1384 1176 1.6' CL-LB Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case (a) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 4046 0 3- 8 2- 6 Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -L 0.24 4153 C 0.05 0.19 L -H 0.46 3165 C 0.02 0.44 H -I 0.98 1948 T 0.22 0.76 I -J 0.98 1948 T 0.22 0.76 J -N 0.44 1890 C 0.01 0.43 N -8 0.31 1890 C 0.01 0.30 --------Bottom Chords --------- D -R 0.14 0 T 0.00 0.14 K -G 0.62 4153 T 0.47 0.15 G -E 0.58 3165 T 0.33 0.25 E -F 0.44 2041 T 0.19 0.25 F -M 0.36 2041 T 0.23 0.13 M -C 0.09 0 T 0.00 0.09 D -A 0.38 3962 C A -R 0.62 5401 T R -L 0.34 3505 C L -G 0.12 1315 C G -H 0.09 617 T H -E 0.53 5344 C E -I 0.07 2062 C E -J 0.40 4024 C F -J 0.03 174 T J -M 0.06 300 T M -N 0.14 1506 C M -8 0.49 2470 T C -B 0.19 2035 C LL Defl -0.03" in R -G L/999 TL Defl -0.05" in K -G L/999 Shear // Grain in H -I 0.84 DL Defl -0.12" at G L/606 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SHCCI 9761 BOBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 6.Ox 6.0 0.5 Ctr 0.97 L LOCK 3.Ox 4.0-1.0 Ctr 0.89 H LOCK 4.Ox 4.0 0.5 Ctr 0.94 B LOCK 4.Ox 4.0-0.5 Ctr 0.89 K LOCK 6.Ox 6.0-0.5 Ctr 0.97 M LOCK 3.Ox 8.0 1.0 Ctr 0.92 REFER TO ROBBIN3 ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBc2ooa 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 Nailer Screws Bolts TC 1 3.5 9.5 0 BC 1 12 24 0 WB 1 4 4 Plus clusters of nails where shown. Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FHC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent trues rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 5344 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY J.C. WEBER P.E.#17455 5265 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-81 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC E 6188 0 5- 8 3- 7 C 2068 0 3- 8 1- 4 Robbins Engineering, Inc./Online Plus'" 019g6.2005 Version 18.0.014 Engineering •Portrait 12/23/2005 3:55:03 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTF f 1 7 M150 110708 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 Ho 1-6-0 HO 1-6-0 m 0 TC 8-4 2-0-0 8-4 1x3 4x4 3x3 3x3 3x3 3x3 3x3 1-6-0 F 2x3 & N A C O G 1 M L H 0 A 3x3 3x3 1x4 1x4 3x3 Common Diagonal: 1-3-0 u HGR R: 675 BC 5-9-12 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.36 4x 2 SP-#2 BC 0.57 4x 2 SP-#2 WB 0.31 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 7- 8 BC Cont. 0- 0- 0 11- 7- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 676 OG 3- 8 1- 0 I 664 OG 3- 8 1- 0 G = Gravity Uplift Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- J 3x3 W:308 R: 663 5-0-12 11-7-8 ALL PLATES ARE LOCK20 RobbinsEngineering, Inc./Online Plus- --------Bottom Chords --------- F -M 0.25 0 T 0.00 0.25 M -L 0.54 1027 T 0.10 0.44 L -B 0.56 1395 T 0.22 0.34 B -D 0.57 1395 T 0.22 0.35 D -K 0.57 1395 T 0.22 0.35 K -J 0.54 1008 T 0.10 0.44 J -I 0.28 0 T 0.00 0.28 ------------- Webs ------------- F -E 0.07 368 C F -E 0.07 368 C E -M 0.31 775 T M -N 0.14 711 C N -L 0.15 393 T L -A 0.08 411 C B -A 0.07 188 T D -C 0.07 195 T C -K 0.08 424 C K -0 0.16 402 T 0 -J 0.14 716 C J -G 0.30 762 T I -G 0.13 657 C LL Defl -0.06" in L -B L/999 TL Defl -0.08" in L -B L/999 Shear // Grain in I -I 0.32 DL Defl -0.12" at B L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type P1t Size X Y JSI E LOCK 4.Ox 4.0-0.5-0.5 0.93 G LOCK 3.Ox 3.0-0.5 Ctr 0.97 M LOCK 3.Ox 3.0-0.5 Ctr 0.99 B LOCK 1.0x 4.0 Ctr 0.5 0.90 D LOCK 1.0x 4.0 Ctr 0.5 0.90 J LOCK 3.Ox 3.0 0.5 Ctr 0.97 E -N 0.35 548 C 0.00 0.35 N -A 0.36 1261 C 0.01 0.35 A -C 0.30 1395 C 0.01 0.29 REFER TO ROBBINS ENG. GENERAL C -0 0.35 1253 C 0.01 0.34 NOTES AND SYMBOLS SHEET FOR 0 -G 0.34 526 C 0.00 0.34 ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus'" ® 1996-2005 Version 18.0.014 Engineering -Portrait 12/23/2005 3:55:22 PM Pagel I 2x3 Scale: 0.513" = 1' NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FEC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member (s) . This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1395 Lbs Quality Control Factor 1.25 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.F. Job Mask Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTF FT18 1 M100 110800 10600 0 0 ENGLE HOMES/SB62CTF/MASTER/#8567 SO 1-6-0 SO 1-6-0 0 0 TC 11-6-8 a lx3 lx3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 A N O P Q R S T U C\ 1-6-0 8 lx4 M L K J I 9 G S 2x3 lx3 lx4 Ix4 lx4 1x4 Ix4 lx4 1x4 lx4 Common Diagonal: 1-2-8 BC 11-8-0 11-8-0 _ ALL PLATES ARE LOCK20 Scale: 0.524" = 1' Robbins Engineering, Inc./Online P1us- U -C 0.05 11 C 0.00 0.05 M LOCK 1.Ox 4.0 Ctr 0.5 0.90 --------Bottom Chords--------- L LOCK 1.Ox 4.0 Ctr 0.5 0.90 Online Plus -- Version 18.0.014 B -M 0.21 0 T 0.00 0.21 K LOCK 1.Ox 4.0 Ctr 0.5 0.90 RUN DATE: 23-DEC-05 M -L 0.23 0 T 0.00 0.23 J LOCK 1.0x 4.0 Ctr 0.5 0.90 L -K 0.23 0 T 0.00 0.23 I LOCK 1.0x 4.0 Ctr 0.5 0.90 CSI -Size- ----Lumber---- K -J 0.23 0 T 0.00 0.23 H LOCK 1.0x 4.0 Ctr 0.5 0.90 TC 0.08 4x 2 SP-#2 J -I 0.23 0 T 0.00 0.23 G LOCK 1.Ox 4.0 Ctr 0.5 0.90 BC 0.23 4x 2 SP42 I -H 0.23 0 T 0.00 0.23 F LOCK 1.Ox 4.0 Ctr 0.5 0.90 WB 0.02 4x 2 SP-#3 H -G 0.23 0 T 0.00 0.23 G -F 0.22 0 T 0.00 0.22 Brace truss as follows: F -E 0.15 0 T 0.00 0.15 REFER TO ROBBINS ENG. GENERAL O.C. From To -------------Webs------------- NOTES AND SYMBOLS SHEET FOR TC Cont. 0- 0- 0 11- 8- 0 B -A 0.01 58 C 0.01 0.00 ADDITIONAL SPECIFICATIONS. BC Cont. 0- 0- 0 11- 8- 0 M -N 0.02 143 C L -0 0.02 131 C NOTES: Loading Live Dead (psf) K -P 0.02 133 C Trusses Manufactured by: TC 40.0 10.0 J -Q 0.02 133 C East Coast Lumber BC 0.0 5.0 I -R 0.02 133 C Analysis Conforms To: Total 40.0 15.0 55.0 H -S 0.62 132 C FBC2004 Spacing 24.0" G -T 0.02 137 C Design checked for LL on BC Lumber Duration Factor 1.00 F -U 0.02 109 C per BOCA (section 1606.2.3), Plate Duration Factor 1.00 E -C 0.00 27 C IBC/IRC-2003,and FBC 2004 TC Fb=1.15 Fc=1.10 Ft=1.10 (section 1607.1), 20.0 psf. BC Fb=1.10 Fc=1.10 Ft=1.10 LL Defl 0.00" in E -E L/999 Design checked for 10 psf non- TL Defl 0,00" in E -E L/999 concurrent LL on BC. Plus 1 UBC LL Load Case(s) Shear // Grain in E -E 0.32 This truss must be installed DL Defl 0.00" at L/999 as shown. It cannot be Checked for NonConcurrent 200 installed upside-down. Lbs Moving Point Load applied Plates for each ply each face. Max comp. force 143 Lbs at Panel Points and Mid -panel PLATING CONFORMS TO TPI. Quality Control Factor 1.25 on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. FABRICATOR NOTES: Jt React Uplft Size Req'd USING GROSS AREA TEST. 1. EAST COAST LUMBER & SUPPLY Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Gar Gross Area J.C. WEBER P.E.#17455 Cont. Brg 0- 0- 0 to 11- 8- 0 Plate - RHS 20 Gar Gross Area 5285 ST. LUCIE BLVD. 1258 0 Hz = 0 Jt Type Plt Size X Y JSI FORT PIERCE FL, 34946 A LOCK 1.0x 4.0 Ctr-0.5 0.90 2. M CAUTION!!! READ 11SCSI-B1 Membr CSI P Lbs Axl-CSI-Bnd N LOCK 1.0x 4.0 Ctr-0.5 0.90 SUMMARY SHEET" BEFORE ----------Top Chords---------- 0 LOCK 1.0x 4.0 Ctr-0.5 0.90 HANDLING , INSTALLING & A -N 0.08 11 C 0.00 0.08 P LOCK 1.0x 4.0 Ctr-0.5 0.90 BRACING TRUSSES. N -0 0.08 11 C 0.00 0.08 Q LOCK 1.0x 4.0 Ctr-0.5 0.90 3. SEE ATTACHED DETAIL SHEET 0 -P 0.07 11 C 0.00 0.07 R LOCK 1.0x 4.0 Ctr-0,5 0.90 FOR: 1-JACK NAILS. P -Q 0.07 11 C 0.00 0.07 S LOCK 1.0x 4.0 Ctr-0.5 0.90 2-TBRACE. 3-BEARING BLOCK. Q -R 0.07 11 C 0.00 0.07 T LOCK 1.0x 4.0 Ctr-0.5 0.90 4. DESIGNER: NC R -S 0.07 11 C 0.00 0.07 U LOCK 1.Ox 4.0 Ctr-0.5 0.90 S -T 0.08 11 C 0.00 0.08 C LOCK 1.0x 4.0 Ctr-0.5 0.90 T -U 0.08 11 C 0.00 0.08 B LOCK 1.0x 4.0 Ctr 0.5 0.90 Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18 0.014 Engineering - Portrait 12/23/2005 3:55:23 PM Page 1 ML1-SB6T FL Woodford plywood 1504 South Mock Road Albany, GA 2008.1 Aiowalte Stress Design LOAD TABLE NOTE: 2 BEAMS 1.75 716.000 LP LVL2850Fb-2.0£ 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY LOADS SHOWN ARE FOR INPUT LOAD CASE (1), OTHER LOAD CASES DESIGN CONSISTS OF 2 - PLIES FASTENED NOTE: THE VERTICAL LOADS SHOWN AS DETERMINED BY (1 TOGETHER (REFER TO NOTES ). OTHERS. VERIFICATION OF LOADING, DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIMITATIONS, FRAMING METHODS, WOOD AND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) BRACING, AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE FT-IN-SX FT-IN-SX PROJECT ENGINEER OR ARCHITECT. I DISCLAIM ALL UNIFORM ROOF LIVE TOP 240 PLF 00-00-00 05-00-00 1.25 RESPONSIBILITY FOR ALL PLANS. SPECIFICATIONS UNIFORM ROOF DEAD TOP 240 PLF 00-00-00 05-00-00 0.90 OR OTHER DOCUMENTS THAT MAY BE USED TO UNIFORM ROOF LIVE TOP 70 PLF 00-00-00 05-00-00 1.25 INCORPORATE THIS COMPONENT INTO THE UNIFORM ROOF DEAD TOP 70 PLF 00-00-00 05-00-00 0.90 BUILDING DESIGN UNIFORM WALL DEAD TOP 55 PLF 00-00-00 10-00-00 0.90 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM BEAM WEIGHT 16 PLF 00-00-00 10-00-00 0.90 LATERAL STABILITY. CONCENTRATED ROOF LIVE TOP 3508 LRS 06-00-00 MINBRG-2.50" 1.25 3. DO NOT CUT, NOTCH OR DRILL LP LVL CONCENTRATED ROOF DEAD TOP 3508 LBS 06-00-00 MINBRG-2. 50" 0.90 4. SHIM ALL BEARINGS FOR FULL CONTACT. S. VERIFY DIMENSIONS BEFORE CUTTING WARNING NOTES: LP LVL TO SIZE. 6. THIS LP LVL IS TO BE USED AS A THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. ROOF BEAM ONLY, USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR. LP I.idSTS IS MACE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUM ENT REQUIRES REVIEW 7. PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL. EACH END OF COMPONENT. PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. APPLIED TO TOP EDGE OF LP LVL. SUCH THAT LOAD is DISTRIBUTED EQUALLY TO EACH PLY. ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3.1r2-) NAILS AT IT OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3.1/4') MAY BE USED. BUT HALF MUST BE DRIVEN FROM DISTRIBUTED TO ALL PLIES. ADDITIONAL SUPPORT REACTIONS (LBS1: MAXIMUM B E A R I N G N U M B E R 1 2 DOWN 5487 5340 UPLIFT --- --- EARING SIZES (IN-SX ) MIN B3- 0 3- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.06" 0.49" *DEAD LOAD 0.10" TOTAL LOAD 0.12" 0.65" a Erection MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS Information 12 0 r 16.000 { 1750 f 3.,500 CROSS SECTION 10- 0- 0 THIS DRAWING IS NOT TO SCALE mmy and parns mt W&ckV kr holding component The use of lfis conponent shal be specified by Bs designer of the a and for resiatGp lateral forces shag be designed and wrtvlete struebae. Obtain d tiro neovassm code co-oarwe approval led by others. No bade are to be appliedto to and Mdocdwa tam the designers of On conplete structure before ronad una after d the Caning and fastening are ufln0 Cis conpw*nL It the design cdterfa listed above does nM meet feted. At no time slid bads greats, than design bad be focal b d&v redo ragniremeda, do ,rot — this design. when Oda ad to the conrPone L dvvkV is signed and —led. One sbucbsel design is approved as shots in the drvwdm based on data Provided by Bro oustema. LP LVL and on Criteria CTR, LP Hoists we mde Wdwut center and all deflect udet bad design and mate" specfed we in anbala fief wood In dkect contact Wtin concrete mat be protected as required by srnrity Wth gee latest revteions of NDS and ITC.' Dead '.cc&. Conmarow Iatend support Is -sunned (wall. tot beam, etc.). LP defiecdo n kmkx%g a4mbned factor for creep. Total to 11 does not provide emetic inspection. Iles draWng must have an coon is keterdaneous. Ar ittects or E npnew's seal afixed to be considered an Engineering LP LVL and CM LP I•Joist. Specifications • Su{goM and comecdom for LP LVI. and CTR, LP t,tosts to be specific sppicadarn Common nags driven peralel to doe fees shag be spaud a mHmen of 4" for 104 and 3* for ad. Donut cal,. mute, di or eta LP I.M. and CTR, LP W fists except - die an In published matedal tom LP any use of LP LVL and CTR. LP Waists cen6ay to the tests set forth hereon,nesates any express wanrsdy of the predict and LP disctelms el kgded Warr ralas incYWng the inpied wanaages of mrrdudahily and f ess for a P.Wdw use. A COPY OF THS DRAWING t5 TO BE GIVEN TO THE INSTALUNG CONTRACTOR LP is a registered trademark of Lmdsiam-Pacific Corporation. DESIGN CRITERIA VSI: 0.39 LIVE LOAD 20 PSF DEAD LOAD = 20 PSF - TOTAL LOAD 40 PSF ROOF LEFT SPAN CARR. 0.00 FT ROOF RIGHT SPAN CARR. 0.00 FT DEFLECTION CRITERIA : LIVE LOAD DEFL: L / 240 TOTAL LOAD DEFL: L / 180 CODE COMPLIANCES : REPORT I NER 622 ICED ER-5004 L.A. City RR 25167 CCMC 11518-R WISCONSIN 200124-W N.Y. CITY MEA 97-94-E HUD MR 1214D LP Engineered Wood Products gN05/07 ssccl --2 2706 ISohway 421 NOM Wilmington, NC 29401 Local 910.762.9878 National Wats 600.999.9105 DWG u 0702-032 SHEET # 1 of 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH I Engineering S862CTR H1 S 1 1 HIPP 190400 6 1- 2- 0 1- 2- 0 ENGLE HOMES/SS62CTR/MASTER/#8567 HO 4-3 HO 4-3 TC 1-2-0 7-0-0 _ 5-4-0 _ ._ _ _ _ 7-0-0 1-2-0 4x8 4x4 B C 3-10-3 R:1694 R:1694 U: 708 U: 708 BC 19-4-0 19-4-0 _ All PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- A 1694 709 8- 0 2- 0 Hz = -79 Online Plus -- Version 18.0.014 D 1694 709 8- 0 2- 0 RUN DATE: 23-DEC-05 Hz = 80 CSI -Size- ----Lumber---- TC 0.98 2x 4 SP-#2 BC 0.99 2x 4 SP-#2 WB 0.21 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fo-1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 19.3' BC V 0 10 0.0' 19.3' TC V 50 38 7.0' 12.3' BC V 0 13 7.1' 12.2' BC V 280 280 7.1' CL-LB BC V 280 280 12.2' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.33 3006 C 0.07 0.26 G -B 0.58 2880 C 0.06 0.52 B -C 0.98 2614 C 0.07 0.91 C -H 0.52 2882 C 0.06 0.46 H -D 0.34 3019 C 0.07 0.27 --------Bottom Chords --------- A -F 0.76 2657 T 0.28 0.48 F -S1 0.71 2597 T 0.27 0.44 Sl-E 0.99 2597 T 0.27 0.72 E -D 0.75 2669 T 0.28 0.47 ------------- Webs ------------- G -F 0.02 100 T F -B 0.21 681 T B -E 0.05 136 T E -C 0.21 685 T E -H 0.02 107 T LL Defl -0,10" in F -S1 L/999 TL Defl -0.21" in F -S1 L/999 Shear // Grain in B -C 0.50 DL Defl -0,17" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.0x10.0 1.8 0.7 0.91 D LOCK 3.Ox10.0-1.8 0.7 0.91 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.83 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.308" = 1' NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FEC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load 3.0 psf Max comp, force 3019 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. M CAUTION M 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: NC Robbins Engineering, InclOnline Plus'" 0 1996.2005 Version 18.0.014 Engineering • Portrait 12/23/2005 4:01:05 PM Page 1 Job Mark Quan Type Span PI-H1 Left OH Right OH Engineering SB,62CTR H16 1 1 HIPP 190400 6 1- 2- 0 1- 2- 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 TC 1-2-0 9-0-0_ 1-4-0 9-0-0_ _ _ 172-0 4x8 4x4 s C 6 2x4 / 12x4 H 4-10-3 3x4 3x4 r & 5x6 3x6 W:800 SPL W:800 R: 869 R: 869 U: 360 U: 360 BC 19-4-0 19-4-0 _. ALL PLATES ARZ LOCR20 Scale: 0.308" = 1' Robbins Engineering, inc.;Onlinc Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- onlinePlus -- Version 18.0.014 A -G 0.27 1262 C 0.00 0.27 RUN DATE: 23-DEC-05 G -B 0.20 918 C 0.00 0.20 B -C 0.08 814 C 0.05 0.03 CSI -Size- ----Lumber---- C -H 0.21 918 C 0.00 0.21 TC 0.27 2x 4 SP-#2 H -D 0.27 1264 C 0.00 0.27 BC 0.68 2x 4 SP42--------Bottom Chords --------- WB 0.14 2x 4 SP-#3 A -F 0.68 1136 T 0.12 0.56 F -E 0.58 808 T 0.09 0.49 Brace truss as follows: E -D 0.67 1138 T 0.12 0.55 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 19- 4- 0 G -F 0.14 361 C BC Cont. 0- 0- 0 19- 4- 0 F -B 0.14 442 T B -E 0.08 251 T 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 869 361 8- 0 1- 0 Hz = -103 D 869 361 8- 0 1- 0 E -C 0.06 212 T E -H 0.14 364 C LL Defl 0.20" in E -D L/999 TL Defl -0.19" in A -F L/999 Shear // Grain in F -E 0.26 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI F LOCK 5.Ox 6.0 Ctr-0.5 0.56 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Hz = 104 NOTES: Trusses Manufactured by: Robbins Engineering. Inc./Online Plus" ® 1996.2005 Version 18.0.014 Engineering . Portrait 12/23/2005 4:01:06 PM Pagel East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 1264 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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTR T19 1 3 TR 190400 6 0 1- 2- 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 TC 9-8-0 9-8-0 1-2-0 5-2-3 a 3 Cant:4- 0 W:400 R: 781 U: 327 HC 4x4 B J IfY JAM JXY W; 800 R: 861 U: 357 19-4-0- 19-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = ill Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 23-DEC-05----------Top Chords ---------- A -F 0.20 1242 C 0.07 0.13 CSI -Size- ----Lumber---- F -B 0.23 1151 C 0.01 0.22 TC 0.23 2x 4 SP-#2 B -G 0,22 1188 C 0.01 0.21 BC 0.69 2x 4 SP-#2 G -C 0.22 1285 C 0.01 0.21 WB 0.16 2x 4 SP-#3--------Bottom Chords --------- WG --- 2x 4 SP-#3 A -E 0.50 1113 T 0.13 0.37 E -S1 0.69 724 T 0.08 0.61 Brace truss as follows: S1-D 0.46 724 T 0.08 0.38 O.C. From To D -C 0.51 1153 T 0.13 0.38 TC Cont. 0- 0- 0 19- 4- 0 ------------- Webs ------------- BC Cont. 0- 0- 0 19- 4- 0 F -E 0.05 276 C E -B 0.15 483 T 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 781 328 4- 0 1- 0 Hz = -110 C 862 358 8- 0 1- 0 B -D 0.16 517 T D -G 0.05 299 C LL Defl -0.11" in E -Sl L/999 TL Defl -0.20" in E -S1 L/999 Shear // Grain in F -B 0,20 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Pit Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Scale: 0.319" = 1 Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 1285 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: NC Robbins Engineering, Inc./Online PIusT" 0 1996.2005 Version 18.0.014 Engineering • Portrait 12/23/2005 4:01:07 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTR G20 1 TR 190400 6 0 1- 2- 0 ENGLE HOMES/SB62CTR/MASTER/#8567 Ho 4-3 Ho 4-3 TC 9-870 9-8-0 4x6 8 3x4 :..- \\ 3x4 G ' i \ H 5-2-3 2x4 3x6 � 5x4 �- 5x4 / ems' \. US F S 1 E ]3X18 3x4 5x6 7x6 w:800 W:800 R:2686 R:2430 U:1126 U:1015 HC __ 19-4-0 19-4-0 ALL PLATES ARE LOCK20 Scale: 0.323" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.60 2x 4 SP-#2 BC 0.64 2x 6 SP-SS WB 0.79 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- BC Cont. 0- 0- 0 19- 4- Loading Live Dead (psf) TC 20:0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 19.3' BC V 0 10 0.0' 19.3' BC V 100 100 0.0' 15.7' BC V 171 171 16.7' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- C 2430 1015 8- 0 2-14 Hz = 110 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.60 4402 C 0.23 0.37 G -8 0.33 3121 C 0.19 0.14 8 -H 0.31 3119 C 0.19 0.12 H -J 0.49 4930 C 0.22 0.27 J -C 0.47 5014 C 0.21 0.26 --------Bottom Chords --------- * -F 0.54 3951 T 0.27 0.27 F -S1 0.36 3951 T 0.27 0.09 S1-E 0.64 3951 T 0.27 0.37 E -1 0.61 3532 T 0.24 0.37 I -C 0.42 4445 T 0.30 0.12 ------------- Webs ------------- F -G 0.28 974 T G -E 0.51 1338 C E -B 0.79 2475 T E -H 0.34 855 C H -I 0.41 1366 T I -J 0.02 105 T LL Defl -0.14" in E -I L/999 TL Defl -0.30" in E -I L/731 Shear // Grain in E -I 0.65 DL Defl -0.15" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 5.Ox 4.0 1.0 0.9 0.90 A LOCK 3.Ox 6.0 0.9 0.4 0.97 G LOCK 3.Ox 4.0-0.4-0.2 0.91 8 LOCK 4.Ox 6.0 Ctr-0.1 0.93 H LOCK 3.Ox 4.0 0.9-0.4 0.88 C LOCK 3.Ox 8.0-1.4 0.7 0.88 C LOCK 5.Ox 4.0-2.3 1.1 0.93 F LOCK 3.Ox 4.0 Ctr-1.1 0.79 E LOCK 7.Ox 6.0 Ctr-0.9 1.00 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2687 1127 8- 0 3- 3 Hz = -109 Robbins Engineering, Inc./Online Plus'' 01996.2005 version 18.0.014 Engineering - Portrait 12/23/2005 4:01:08 PM Page 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 5014 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 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job SB 2CTR Mark M24 Quan 1 2 Type Span P1-H1 Left OH Right "ngineering JCA2 20800 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 1-8-3 TC 1-2-0 2-8-0 2xx4 6 ; 2x4 i ,-- A y' i C -?" `2x4 W:400 HGR R: 258 R: 262 U: 64 U: 61 SC 2-8-0 2-8-0 ALL PLATES ARE LOCK20 Scale: 0.760" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP42 BC 0.17 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 8- 0 BC Cont. 0- 0- 0 2- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Pius - Hz = 78 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 38 C 0.00 0.08 -------- Bottom Chords --------- A -C 0.17 54 T 0.00 0.17 ------------- Webs ------------- C -B 0.01 81 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 259 65 4- 0 1- 0 Soffit psf 2.0 Hz = 49 Design checked for LL on BC C 263 61 3- 8 1- 0 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:11 PM Page 1 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 81 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b 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 b BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK, 4. DESIGNER: RCP 5. SIMPSON HANGER @ JT.C. Job Mark I Quan Type Span P1-H1 Left OH Right OH I Engineering SB62CTR GE22 1 MONO 20800 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 1-8-3 HO 4-3 HO 1-8-3 TC 1-2-0 2x4 .8. 6 in i 2x4 A BC 2-0-0 2-8-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP42 BC 0.17 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 8- 0 BC Cont. 0- 0- 0 2- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft-1,10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Cases) Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 38 C 0.00 0.08 --------Bottom Chords --------- A -C 0.17 15 C 0.00 0.17 ------------- Webs ------------- C -B 0.01 81 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar 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 OH Loading Jt React Uplft Size Req'd Soffit psf 2.0 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 2- 8- 0 per BOCA (section 1606.2.3), 403 126 Hz = 78 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus' 01996-2005 Version 18.0.014 Engineering - Portrait 12123/2005 4:01:09 PM Pagel C 3,411 Scale: 0.851" - 1' Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Dist 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 81 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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH Engi reering SB62CTR G23 1 1 MONO 120000 6 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-0-1 HO 10-0-1 TC' 12-0-0 2x4 H i 3x3 10-0-1 3x3 1 � A C 2x4 G H 3x3 3x3 8 HGR W:800 W:108 R: 340 R: 712 R: 345 U: 213 U: 559 U: 683 at 5-0-0 7-0-0 12-0-0 ALL PLATES ARE LOCK20 Scale: 0.185" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 Robbins Engineering, Inc./Online Plus- Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd CSI -Size- ----Lumber---- Lbs Lbs In-Sx In-Sx TC 0.79 2x 4 SP-#2 A 341 214 3- 8 1- 0 BC 0.59 2x 4 SP42 Hz = 770 WB 0.24 2x 4 SP-#3 G 713 559 8- 0 1- 0 EX C -B 2x 4 SP42 C 346 683 1- 8 1- 0 Hz = 1095 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 0- 0 BC Cont. 0- 0- 0 12- 0- 0 WB 1 rows CLB on I -C WB 1 rows CLB on C -B Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 BOCA Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 12.0' BC V 0 10 0.0' 12.0' BC V 10 10 0.0' 5.0' BC V 40 0 0.3' 7.6' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- J -I 0.79 336 C 0.00 0.79 I -B 0.79 459 C 0.00 0.79 --------Bottom Chords --------- * -G 0.49 834 C 0.00 0.49 G -C 0.59 510 C 0.00 0.59 ------------- Webs ------------- A -J 0.24 296 C WindLd J -G 0.10 409 T G -I 0.24 420 C I -C 0.14 574 T 1 Br C -B 0.90 384 T WindLd 1 Br LL Defl -0.06" in G -C L/999 TL Defl -0.08" in G -C L/982 Shear // Grain in I -B 0.39 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: FEC2004 Provide connection to bearing for 1095 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 - SBCCI, 1999 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load : 3.0 psf Max comp. force 834 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.A. Checked for NonConcurrent 200 Robbins Engineering. Inc /Online Plus'" C 1996-2005 Version 18.0.014 Engineering . Portrait 12t23/2005 4:10:39 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB62CTR M21 7 MONO 111008 6 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 9-11-5 HO 4-0-1 HO 9-11-5 TC 11-10-8 2x4 a A 9Y4 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.61 2x 4 SP-#2 BC 0.51 2x 4 SP-#2 WB 0.17 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11-10- 8 BC Cont. 0- 0- 0 11-10- 8 WB 1 rows CLB on E -C WB 1 rows CLB on C -B Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb-1.10 Fc=1.10 Ft=1.10 Plus 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 512 122 3- 8 1- 0 Hz = 566 C 531 773 3- 8 1- 0 3 D 3x3 HGR R: 512 U: 121 sc 11-3o-e ALL PLATES ARE LOCR20 Robbins Engineering, Inc./Online Plus - Hz = 404 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- F -E 0.61 302 C 0.00 0.61 E -B 0.61 133 C 0.00 0.61 --------Bottom Chords--------- A -D 0.48 566 C 0.00 0.48 D -C 0.51 479 C 0.03 0.48 ------------- Webs ------------- A -F 0.12 496 C F -D 0.11 349 T D -E 0.04 128 T E -C 0.17 716 T 1 Br C -B 0.06 254 T 1 Br LL Defl 0.04" in A -D L/999 TL Defl -0.06" in D -C L/999 Shear // Grain in E -B 0.35 DL Defl -0.12" at D L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 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 Provide connection to bearing for 566 Lbs Horiz Reaction Design checked for LL on BC C D 3x3 HGR R: 531 U: 773 Scale: 0.224" = 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. No wind exposure on left end. No wind exposure on right end, Wind Loads - SBCCI, 1999 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 566 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.A. 6. SIMPSON HANGER @ JT.C. Robbins Engineering, Inc./Online Plus'" 0 1996.2005 Version 18.0.014 Engineering • Portrait 12/23/2005 4:0911 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB62CTR H10 1 1 HIPP 240400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 0 0 N O TC '' 7-0-0 10-4-0 _ _ 7-0-0 _ 2x4 K 4x8 4x8 B C 3-10-3 R:2144 U: 897 SC 24_4-6 _ P4-4-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP42 EX B -C 2x 4 SP-SS BC 0.84 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 SC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc-1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 24.3' BC V 0 10 0.0' 24.3' TC V 50 38 7.0' 17.3' BC V 0 13 7.1' 17.2' BC V 280 280 7.1' CL-LB BC V 280 280 17.2' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus' Hz = -79 D 2048 861 4- 0 2- 7 Hz = 80 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.47 3954 C 0.12 0.35 J -B 0.56 3840 C 0.11 0.45 B -K 0.53 4224 C 0.09 0.44 K -C 0.53 4224 C 0.09 0.44 C -L 0.56 3840 C 0.11 0.45 L -D 0.47 3954 C 0.12 0.35 --------Bottom Chords --------- * -F 0.84 3495 T 0.36 0.48 F -S1 0.71 3455 T 0.63 0.08 S1-H 0.78 3455 T 0.36 0.42 H -S2 0.78 3455 T 0.36 0.42 S2-E 0.71 3455 T 0.63 0.08 E -D 0.84 3495 T 0.36 0.48 ------------- Webs ------------- J -F 0.02 94 T F -B 0.20 655 T B -H 0.29 933 T H -K 0.21 917 C H -C 0.29 933 T E -C 0.20 655 T E -L 0.02 94 T LL Defl -0.17" in H -S2 L/999 TL Defl -0.34" in H -S2 L/835 Shear // Grain in B -K 0.59 DL Defl -0.25" at H L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.89 A LOCK 5.Ox 4.0 3.3 1.1 0.91 D LOCK 3.Ox 6.0-1.4 0.7 0.89 D LOCK 5.Ox 4.0-3.3 1.1 0.91 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 2144 897 4- 0 2- 8 NOTES AND SYMBOLS SHEET FOR Robbins Engineering, Inc./Online Plus TM" 01998.2005 Version• 18.0.014 Engineering -Portrait 12/23/2005 4:01:00 PM Pagel 4 6 0 R:2048 U: 860 Scale: 0.260" = 1' ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load : 3.0 psf Max comp. force 4224 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S 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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH Engbreerhi SB,62CTR H11 1 1 HIPP 240400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 0 0 N O TC 9-0-0 6-4-0 9-0-0 4x4 4x8 B C 4-10-3 W:400 R:1069 U: 444 M. 3x6 US 3x4 24-0-0 24-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc,/Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014 A -I 0.30 1678 C 0.01 0.29 RUN DATE: 23-DEC-05 I -B 0.24 1360 C 0.01 0.23 B -C 0.44 1221 C 0.01 0.43 CSI -Size- ----Lumber---- C -J 0.25 1359 C 0.01 0.24 TC 0.44 2x 4 SP-#2 J -D 0.31 1675 C 0.01 0.30 BC 0.76 2x 4 SP42--------Bottom Chords --------- WB 0.12 2x 4 SP-#3 A -F 0,75 1502 T 0.15 0.60 F -S1 0.51 1216 T 0.13 0.38 Brace truss as follows: S1-E 0.51 1216 T 0.13 0.38 O.C. From To E -D 0.76 1499 T 0.15 0.61 TC Cont. 0- 0- 0 24- 4- 0 ------------- Webs ------------- BC Cont. 0- 0- 0 24- 4- 0 I -F 0.12 316 C F -B 0.08 295 T Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb-1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1069 445 4- 0 1- 4 Hz = -103 D 973 408 4- 0 1- 2 Hz = 104 F -C 0.09 126 T E -C 0.10 326 T E -J 0.12 312 C LL Defl 0.15" in A -F L/999 TL Defl -0,23" in E -D L/999 Shear // Grain in B -C 0.26 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.83 D LOCK 4.Ox 4.0 Ctr 0.1 0.83 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. 4 W:400 R: 973 U: 408 Scale. 0.260" = 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FSC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1678 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: NC Robbins Engineering, Inc./Online Plus` 01996.2005 Version 18.0.014 Engineering -Portrait 12/23/2005 4:01:00 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB62CTR H12 I 1 HIPP 240400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 0 0 N O TC �' _ 11-0-0_ _ 2-4.-0 _ 1 -0-o 4x4 4x4 B C 5-10-3 W:400 R:1069 U: 444 SC Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.39 2x 4 SP-#2 BC 0.85 2x 4 SP42 WB 0.28 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1069 445 4- 0 1- 4 Hz = -126 D 973 408 4- 0 1- 2 Hz = 127 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -G 0.37 1700 C 0.01 0.36 G -S2 0.37 1298 C 0.01 0.36 3x4 3x6 3x6 24=4-0 24-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus" S2-B 0.39 1204 C 0.02 0.37 B -C 0.21 1051 C 0.00 0.21 C -S3 0.39 1203 C 0.02 0.37 S3-H 0.37 1298 C 0.01 0.36 H -D 0.37 1700 C 0.01 0.36 --------Bottom Chords --------- A -F 0.85 1535 T 0.16 0.69 F -S1 0.62 1062 T 0.11 0.51 S1-E 0.61 1062 T 0.10 0.51 E -D 0.85 1535 T 0.16 0.69 ------------- Webs ------------- G -F 0.28 494 C F -B 0.11 351 T B -E 0.07 134 C C -E 0.09 320 T E -H 0.28 494 C LL Defl 0.30" in E -D L/952 TL Defl -0.36" in E -D L/788 Shear // Grain in G -S2 0.27 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 it Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.85 D LOCK 4.Ox 4.0 Ctr 0.1 0.85 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 4 W:400 R: 973 U: 408 Scale 0.260" = 7' Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1700 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. M CAUTION M 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: NC Robbins Engineering, Inc./Online Plus' (1 1996-2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:01 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering SB62CTR T13 1 TR 240400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 0 0 N O TC 12-2-0 _ 12-2-0 Qx4 s 6-5-3 4 3x4 axe 3x4 w:400 w:400 R:1124 R:1028 U: 444 U: 408 SC 24_4_0 _ 24-4-0 ALL PLATES ARE LOCK20 Scale: 0.261" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.39 2x 4 SP42 BC 0.71 2x 4 SP42 WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc-1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1124 445 4- 0 1- 5 Hz = -139 Robbins Engineering, Inc,/Online P1us- F -S1 0.39 1590 C 0.01 0.38 S1-B 0.32 1496 C 0.03 0.29 B -S2 0.32 1496 C 0.03 0.29 S2-G 0.39 1590 C 0.01 0.38 G -C 0.39 1753 C 0.01 0.38 --------Bottom Chords --------- A -E 0.71 1574 T 0.15 0.56 E -S3 0.65 1035 T 0.10 0.55 S3-D 0.65 1035 T 0.10 0.55 D -C 0.71 1574 T 0.15 0.56 ------------- Webs ------------- F -E 0.09 393 C E -B 0.18 561 T B -D 0.18 561 T D -G 0.09 393 C LL Defl -0.17" in S3-D L/999 TL Defl -0.23" in S3-D L/999 Shear // Grain in F -S1 0.25 DL Defl -0.12" 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 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.87 C LOCK 4.Ox 4.0 Ctr 0.1 0.87 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.94 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. C 1028 408 4- 0 1- 3 NOTES: HE; = 140 Trusses Manufactured by: East Coast Lumber Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: ----------Top Chords---------- FBC2004 A -F 0.39 1753 C 0.01 0.38 OH Loading Robbins Engineering, Inc./Online Plus'"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:02 PM Page 1 Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System, Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1753 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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTR T13A 1 1 SP 240400 6 0 1- 2- 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 TC 6-5-3 1-0-0F 1-0-0E 4 12-2-0 12-2-0 4x4 B 5x4 5x4 HO 4-3 0 0 N O W:400 6 W:400 R: 973 R:1069 U: 408 U: 444 BC 6-10-0 2-6-0 11-2-0 2-0-0 2-4-0 _ 24-4-0 ALL PLATES ARE LOCK20 Scale: 0.263" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- TC 0.42 2x 4 SP-#2 BC 0.63 2x 4 SP-#2 WB 0.47 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24,0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Cases) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 973 408 4- 0 1- 2 Hz as -139 C 1069 445 4- 0 1- 4 HE = 140 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.41 1584 C 0.01 0.40 I -B 0.42 1734 C 0.02 0.40 Robbins Engineering, Inc./Online Plus' K -Sl 0.30 3117 C 0.09 0.21 S1-N 0.26 3177 C 0.09 0.17 N -M 0.21 3149 C 0.17 0.04 M -C 0.12 1776 C 0.09 0.03 --------Bottom Chords --------- A -G 0.63 1422 T 0.14 0.49 G -F 0.40 1574 T 0.26 0.14 F -H 0.53 1122 T 0.12 0.41 H -E 0.58 1655 T 0.18 0.40 E -D 0.48 1715 T 0.28 0.20 D -C 0.34 1571 T 0.26 0.08 ------------- Webs ------------- G -I 0.13 623 C I -F 0.06 217 T F -B 0.23 718 T B -H 0.20 632 T H -K 0.13 585 C K -E 0.47 1471 T E -N 0.03 160 C E -M 0.39 1239 T D -M 0.11 709 C LL Defl -0.11" in H -E L/999 TL Defl -0.23" in H -E L/999 Shear // Grain in A -I 0.27 DL Defl -0.17" at E L/999 HE Disp LL DL TL it C 0.06" 0.06" 0,12" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.79 K LOCK 4.Ox 4.0 0.9-0.4 0.92 C LOCK 4.Ox 4.0 Ctr 0.1 0.88 G LOCK 5.Ox 4.0-0.7 2.9 0.80 F LOCK 5.Ox 4.0 Ctr-1.0 0.74 E LOCK 6.Ox 8.0 Ctr-0.5 0.75 D LOCK 5.Ox 4.0 0.7 2.9 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads ANSI / ASCE 7-02 Truss is designed as a Main Wind-ForceResistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 3177 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: NC B -K 0.21 1543 C 0.01 0.20 Robbins Engineering, Inc./Online Plus' 0 1996.2005 Version 18.0.014 Engineering - Portrait 12/23120054:01:03 PM Page 1 Job Mark Qusn Type Span P1-H1 Left OH Right OH Engineering SB62CTR G14 i*3P sP 24oaoo 6 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 NO 4-3 HO 4-3 TC 12-2-0 12-2-0 7x6 8 6 4x6 i J 5x4 N 6-5-3 3x12J 5x4 1-0-OF 3x4 Sl /%f / 0 1-0-OE 4x8 �y P 3x8 � /: 5x4 5x4 3x6 ' L��' F \ 7x8 6x6 7x8 \ K G D 3x12 2x4 4x8 W:400 6 _ W:400 R:8055 R:6063 U:3378 U:2543 BC 6-10-0 13-2-0_ 2-0-0 2-4-0. 24-4-0 _ ALL PLATES ARE LOCK20 Scale: 0.270" = 1' Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd J LOCK 7,Ox 8.0 Ctr-0.2 0.99 ----------Top Chords---------- H LOCK 6.Ox 6.0 Ctr-0.6 0.93 Online Plus -- Version 18.0.014 A -L 0.31 14712 C 0.19 0.12 D LOCK 4.Ox 9.0 0.7 2.9 0.91 RUN DATE: 23-DEC-05 L -Sl 0.38 18187 C 0.29 0.09 ****++***+*+*+* Sl-M 0.38 18143 C 0.29 0.09 * 3-Ply Truss * M -8 0.33 11103 C 0.18 0.15 REFER TO ROBBINS ENG. GENERAL ttttrtrrrttrtrr 8 -N 0.26 11109 C 0.20 0.06 NOTES AND SYMBOLS SHEET FOR N -0 0.59 17841 C 0.27 0,32 ADDITIONAL SPECIFICATIONS. CSI -Size- ----Lumber---- 0 -P 0.81 24396 C 0.48 0.33 TC 0.81 2x 4 SP-#2 P -C 0.32 11989 C 0.10 0.22 NOTES: 8C 0.79 2x 6 SP42 --------Bottom Chords--------- Trusses Manufactured by: EX F -E 2x 6 SP-SS A -K 0.79 13161 T 0.53 0.26 East Coast Lumber Ex E -D 2x 4 SP-SS K -G 0.20 497 T 0.02 0.18 Analysis Conforms To: EX D -C 2x 4 SP42 F -J 0.63 16384 T 0.34 0.29 FSC2004 CW 0.70 2x 4 SP43 J -H 0,62 16042 T 0.33 0.29 3 COMPLETE TRUSSES REQUIRED. WB 0.59 2x 4 SP-A3 H -E 0.49 21143 T 0.44 0.05 Fasten together in staggered EX K -F 2x 4 SP42 E -D 0.56 11558 T 0.33 0.23 pattern. (1/2" bolts -OR- EX J -8 2x 4 SP42 D -C 0.82 10579 T 0.59 0.23 SDS4.5 screws -OR- 16d nails EX E -P 2x 4 SP42 ---------- Chord -Webs ---------- as each layer is applied.) PS --- 2x 4 SP43 G -F 0.70 860 T 0.09 0.61 ----Spacing (In) ---- F -M 0.59 5606 T 0.59 0.00 Rowe Nails Screws Bolts Brace truss as follows: -------------Webs------------- TC 1 12 24 0 O.C. From To K -L 0.14 2741 C BC 1 5.5 10.5 0 TC Cont. 0- 0- 0 24- 4- 0 K -F 0.82 13449 T WB 1 4 4 SC Cont. 0- 0- 0 24- 4- 0 L -F 0.34 3242 T No bolts in 2x4s or smaller. M -J 0.39 6916 C Plus clusters of nails where Loading Live Dead (psf) J -8 0.58 9477 T shown. TC 20.0 15.0 J -N 0.37 6744 C Design checked for LL on SC BC 0.0 5.0 H -N 0.58 5503 T per BOCA (section 1606.2.3), Total 20.0 20.0 40.0 H -0 0.29 5645 C IBC/IRC-2003,and FBC 2004 Spacing 24.0" E -0 0.59 5522 T (section 1607.1), 20.0 psf. Lumber Duration Factor 1.25 E -P 0,68 11187 T Design chocked for 30 psf non - Plate Duration Factor 1.25 D -P 0.25 4974 C concurrent LL on BC. TC Fb-1.15 Fc-1.10 Ft=1.10 Prevent truss rotation at all BC Fb-1.10 Fc=1.10 Ft=1.10 LL Defl -0.27" in J -H L/999 bearing locations. TL Defl -0.54" in J -H L/527 Wind Loads - ANSI / ASCE 7-02 Load Case N 1 Standard Loading Shear // Grain in F -J 0.55 Truss is designed as a Main Lumber Duration Factor 1.25 DL Defl -0.39" at H L/724 Wind -Force Resistance System. Plate Duration Factor 1.25 Hs Disp LL DL TL Wind Speed: 120 mph plf - Live Dead From To it C 0.15" 0,15" 0.29" Mean Roof Height: 25-0 TC V 40 30 0.0' 24.3' Exposure Category: 8 BC V 0 10 0.0' 24.3' Plates for each ply each face. Occupancy Factor : 1.00 BC V 290 290 0.0' 16.3' PLATING CONFORMS TO TPI. Building Type: Enclosed SC V 1350 1350 17.3' CL-LB REPORTS: SSCCI 9761 Zone location: Exterior ROBBINS ENGINEERING, INC. TC Dead Load 7.0 psf BASED ON SP LUMBER BC Dead Load 3.0 psf Plus 6 Wind Load Case(s) USING GROSS AREA TEST. Max comp. force 24396 Lbs Plus 1 UBC LL Load Case(s) Plate - LOCK 20 Ga, Gross Area Quality Control Factor 1.00 Plate - RHS 20 Ga, Gross Area Checked for NonConcurrent 200 it Type Plt Size X Y JSI FABRICATOR NOTES: Lbe Moving Point Load applied A LOCK 5.0x 4.0 1.0 0.9 1.00 1. EAST COAST LUMBER i SUPPLY at Panel Points and Mid -panel A LOCK 3.Ox 8.0 1.9 0.7 0.95 J.C. WEBER P.E.M17455 on BC M LOCK 4,Ox 6.0-0.4-0.2 1.00 5285 ST. LUCIE BLVD. B LOCK 7.Ox 6.0 Ctr-1.1 0.80 FORT PIERCE FL. 34946 it React Uplft Size Req'd N LOCK 5.0x 4.0 0.9-0.4 0.99 2. !!ICAUTIONI!! READ "SCSI-B1 Lbs Lba In-Sx In-Sx 0 LOCK 5.0x 4.0 0.9-0.4 0.99 SUMMARY SHEET" BEFORE A 8056 3379 4- 0 3- 3 P LOCK 4.Ox 0.0-0.9 0.4 0.94 HANDLING , INSTALLING 6 Hz - -137 C LOCK 3.Ox 6.0-1.4 0.7 0.90 BRACING TRUSSES. C 6063 2543 4- 0 2- 6 C LOCK 5.Ox 4.0-3.3 1.1 0.93 3. SEE ATTACHED DETAIL SHEET Hz - 141 K LOCK 3.Oxl2.0 3.0 Ctr 0.98 FOR: 1-JACK NAILS. Robbins Engineering, Inc./Online Plusi" 0 1996.2005 Version 18.0.014 Engineering - Portrait 12/23120054:01:04 PM Page 1 of 2 Job SB62CTR Mark G14 Quan Type Span PI -HI Left OH Right OH 1*3P SP 240400 6 0 0 Engineering Coal. ENGLE HOMES/SB62CTR/MASTER/#8567 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online PlusTM ® 1996-2005 Version 16.0.014 Engineering - Portrait 12/23/2005 4:01:04 PM Page 2 of 2 Job S062CTR Mark Hl Quan Type 1 SP Span 310400 P1-H1 Left OH 6 1- 2- 0 Right 0 OH Engineering ENGLE HOMES/SB62CTR/MASTER/#8567 NO 4-3 NO 2-10-3 0 0 N O TC '� 7-0-0 24-4-0 3x6 3x6 4x14 2x4 3x8 Sx6 N O S1 P Q R 6x8 6x8 B C os' air Online Plus -- Version 18.0.024 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.69 2x 4 SP-SS EX A -B 2x 4 SP-#2 BC 0.60 2x 4 SP-SS EX E -D 2x 6 SP-SS CW 0.59 2x 4 SP-SS WB 0.62 2x 4 SP-113 EX I -E 2x 4 SP-SS EX H -R 2x 4 SP-#2 EX G -C 2x 4 SP-#2 EX D -C 2x 6 SP-#2 PH --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24,0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb-1.00 Fc-1.00 Ft-1.00 BC Fb-1.00 Fc-1.00 Ft-1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 31.3' BC V 0 10 0.0' 31.3' TC V 50 38 7.0' 30.3' TC V -40 -30 30.3' 31.3' BC V 0 13 7.1' 30.3' BC V 0 -10 30.3' 31.3' BC V 280 280 7.1' CL-LH Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- - -M 0.69 5149 C 0.23 0.46 M -B 0.69 5067 C 0.21 0.48 H -N 0.55 6017 C 0.25 0.30 N -0 0.48 6331 C 0.20 0.28 O -S1 0.69 7967 C 0.43 0.26 SI-P 0.58 7967 C 0.43 0.15 P -Q 0.58 7969 C 0.39 0.19 Q -R 0.39 6370 C 0.21 0.18 R -C 0.29 3764 C 0.09 0.20 --------Bottom Chords--------- * -K 0.53 4551 T 0.43 0.10 K -S2 0.50 4560 T 0.43 0.07 S2-J 0.48 4560 T 0.43 0.05 J -I 0.60 6017 T 0.57 0.03 I -F 0.23 497 T 0.02 0.21 E -H 0.68 6369 T 0.44 0.24 H -G 0.30 3764 T 0.26 0.04 G -D 0.09 142 T 0.00 0.09 ---------- Chord -Webs---------- F -E 0.59 240 T 0.00 0.59 E -P 0.06 590 C 0.06. 0.00 -------------Webs------------- M -K 0.02 83 T K -B 0.10 616 T B -J 0.58 1833 T J -N 0.22 996 C N -I 0.12 404 T I -0 0.38 1659 C I -E 0.57 6023 T 0 -E 0.60 1898 T E -Q 0.62 1955 T H -Q 0.28 1646 C H -R 0.59 3198 T G -R 0.43 2467 C G -C 0.83 4527 T D -C 0.19 2651 C WindLd LL Defl -0.38" in I -F L/970 TL Defl -0.77" in I -r L/478 Shear // Grain in r -E 0.65 DL Defl -0.57" at r L/646 Plates for each ply each face. PLATING CONFORMS TO TPI.. Plus 6 Wind Load Cases) REPORTS: SBCCI 9761 Plus 1 UBC LL Load Case(s) R088IN3 ENGINEERING, INC. BASED ON SP LUMBER Checked for NonConcurrent 200 USING GROSS AREA TEST. Lbs Moving Point Load applied Plate - LOCK 20 Ga, Gross Area at Panel Points and Mid -panel Plate - RHS 20 Ga, Gross Area on BC Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 2.4 1.1 0.93 Jt React Uplft Size Req'd A LOCK 6.Ox 6.0 6.3 1.9 0.92 Lbs Lba In-Sx In-Sx 8 LOCK 6.Ox 8.0 1.4-3.8 0.98 A 2715 1128 4- 0 3- 3 O LOCK 3.Ox 6.0 0.5 Ctr 1.00 Hz m 150 31 LOCK 4.0x14.0 Ctr-0.2 0.90 D 2699 1141 4- 0 3- 3 Q LOCK 3.Ox 8.0 -0.5 Ctr 0.87 Hz 187 R LOCK 5.0x 6.0-1.0 Ctr 0.93 Robbins Engineering, Inc./Online PluPlus'C 1996-2005 Version 18.0.014 Engineering - Portrait 12/23t2005 4:00:48 PM Page 1 C LOCK 6.Ox 8.0-1.0 Ctr 0.95 S2 RHS 5.Ox10.0 Ctr 0.8 0.86 J LOCK 3.Ox 6.0-1.0 Ctr 0.95 I LOCK 5.0x16.0 0.5 Ctr 0.99 E LOCK 7.Ox16.0 Ctr 0.8 0.85 H LOCK 5.Ox 6.0 1.0 Ctr 0.93 G LOCK 6.Ox 8.0 1.0 Ctr 0.95 REFER TO ROBSINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ff8C2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OR Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and L'BC 2000 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on 8C. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / -SCE 7-02 Truss is designed as a Main Wind -Force Resistants System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: 8 Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf SC Dead Load 3.0 psf Max comp. force 7989 Lbe Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER i SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE ffL. 34946 2. !!lCAVTION!!I READ "SCSI-81 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TSRACE. 3-BEARING BLOCK. 4. DESIGNER: RCP 5. SIMPSON HANGER @ JT.D, Online Plus -- Version 18.0.024 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.69 2x 4 SP-SS EX A -B 2x 4 SP-#2 BC 0.60 2x 4 SP-SS EX E -D 2x 6 SP-SS CW 0.59 2x 4 SP-SS WB 0.62 2x 4 SP-113 EX I -E 2x 4 SP-SS EX H -R 2x 4 SP-#2 EX G -C 2x 4 SP-#2 EX D -C 2x 6 SP-#2 PH --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24,0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb-1.00 Fc-1.00 Ft-1.00 BC Fb-1.00 Fc-1.00 Ft-1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 31.3' BC V 0 10 0.0' 31.3' TC V 50 38 7.0' 30.3' TC V -40 -30 30.3' 31.3' BC V 0 13 7.1' 30.3' BC V 0 -10 30.3' 31.3' BC V 280 280 7.1' CL-LH Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- - -M 0.69 5149 C 0.23 0.46 M -B 0.69 5067 C 0.21 0.48 H -N 0.55 6017 C 0.25 0.30 N -0 0.48 6331 C 0.20 0.28 O -S1 0.69 7967 C 0.43 0.26 SI-P 0.58 7967 C 0.43 0.15 P -Q 0.58 7969 C 0.39 0.19 Q -R 0.39 6370 C 0.21 0.18 R -C 0.29 3764 C 0.09 0.20 --------Bottom Chords--------- * -K 0.53 4551 T 0.43 0.10 K -S2 0.50 4560 T 0.43 0.07 S2-J 0.48 4560 T 0.43 0.05 J -I 0.60 6017 T 0.57 0.03 I -F 0.23 497 T 0.02 0.21 E -H 0.68 6369 T 0.44 0.24 H -G 0.30 3764 T 0.26 0.04 G -D 0.09 142 T 0.00 0.09 ---------- Chord -Webs---------- F -E 0.59 240 T 0.00 0.59 E -P 0.06 590 C 0.06. 0.00 -------------Webs------------- M -K 0.02 83 T K -B 0.10 616 T B -J 0.58 1833 T J -N 0.22 996 C N -I 0.12 404 T I -0 0.38 1659 C I -E 0.57 6023 T 0 -E 0.60 1898 T E -Q 0.62 1955 T H -Q 0.28 1646 C H -R 0.59 3198 T G -R 0.43 2467 C G -C 0.83 4527 T D -C 0.19 2651 C WindLd LL Defl -0.38" in I -F L/970 TL Defl -0.77" in I -r L/478 Shear // Grain in r -E 0.65 DL Defl -0.57" at r L/646 Plates for each ply each face. PLATING CONFORMS TO TPI.. Plus 6 Wind Load Cases) REPORTS: SBCCI 9761 Plus 1 UBC LL Load Case(s) R088IN3 ENGINEERING, INC. BASED ON SP LUMBER Checked for NonConcurrent 200 USING GROSS AREA TEST. Lbs Moving Point Load applied Plate - LOCK 20 Ga, Gross Area at Panel Points and Mid -panel Plate - RHS 20 Ga, Gross Area on BC Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 2.4 1.1 0.93 Jt React Uplft Size Req'd A LOCK 6.Ox 6.0 6.3 1.9 0.92 Lbs Lba In-Sx In-Sx 8 LOCK 6.Ox 8.0 1.4-3.8 0.98 A 2715 1128 4- 0 3- 3 O LOCK 3.Ox 6.0 0.5 Ctr 1.00 Hz m 150 31 LOCK 4.0x14.0 Ctr-0.2 0.90 D 2699 1141 4- 0 3- 3 Q LOCK 3.Ox 8.0 -0.5 Ctr 0.87 Hz 187 R LOCK 5.0x 6.0-1.0 Ctr 0.93 Robbins Engineering, Inc./Online PluPlus'C 1996-2005 Version 18.0.014 Engineering - Portrait 12/23t2005 4:00:48 PM Page 1 C LOCK 6.Ox 8.0-1.0 Ctr 0.95 S2 RHS 5.Ox10.0 Ctr 0.8 0.86 J LOCK 3.Ox 6.0-1.0 Ctr 0.95 I LOCK 5.0x16.0 0.5 Ctr 0.99 E LOCK 7.Ox16.0 Ctr 0.8 0.85 H LOCK 5.Ox 6.0 1.0 Ctr 0.93 G LOCK 6.Ox 8.0 1.0 Ctr 0.95 REFER TO ROBSINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ff8C2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OR Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and L'BC 2000 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on 8C. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / -SCE 7-02 Truss is designed as a Main Wind -Force Resistants System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: 8 Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf SC Dead Load 3.0 psf Max comp. force 7989 Lbe Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER i SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE ffL. 34946 2. !!lCAVTION!!I READ "SCSI-81 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TSRACE. 3-BEARING BLOCK. 4. DESIGNER: RCP 5. SIMPSON HANGER @ JT.D, Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24,0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb-1.00 Fc-1.00 Ft-1.00 BC Fb-1.00 Fc-1.00 Ft-1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 31.3' BC V 0 10 0.0' 31.3' TC V 50 38 7.0' 30.3' TC V -40 -30 30.3' 31.3' BC V 0 13 7.1' 30.3' BC V 0 -10 30.3' 31.3' BC V 280 280 7.1' CL-LH Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- - -M 0.69 5149 C 0.23 0.46 M -B 0.69 5067 C 0.21 0.48 H -N 0.55 6017 C 0.25 0.30 N -0 0.48 6331 C 0.20 0.28 O -S1 0.69 7967 C 0.43 0.26 SI-P 0.58 7967 C 0.43 0.15 P -Q 0.58 7969 C 0.39 0.19 Q -R 0.39 6370 C 0.21 0.18 R -C 0.29 3764 C 0.09 0.20 --------Bottom Chords--------- * -K 0.53 4551 T 0.43 0.10 K -S2 0.50 4560 T 0.43 0.07 S2-J 0.48 4560 T 0.43 0.05 J -I 0.60 6017 T 0.57 0.03 I -F 0.23 497 T 0.02 0.21 E -H 0.68 6369 T 0.44 0.24 H -G 0.30 3764 T 0.26 0.04 G -D 0.09 142 T 0.00 0.09 ---------- Chord -Webs---------- F -E 0.59 240 T 0.00 0.59 E -P 0.06 590 C 0.06. 0.00 -------------Webs------------- M -K 0.02 83 T K -B 0.10 616 T B -J 0.58 1833 T J -N 0.22 996 C N -I 0.12 404 T I -0 0.38 1659 C I -E 0.57 6023 T 0 -E 0.60 1898 T E -Q 0.62 1955 T H -Q 0.28 1646 C H -R 0.59 3198 T G -R 0.43 2467 C G -C 0.83 4527 T D -C 0.19 2651 C WindLd LL Defl -0.38" in I -F L/970 TL Defl -0.77" in I -r L/478 Shear // Grain in r -E 0.65 DL Defl -0.57" at r L/646 Plates for each ply each face. PLATING CONFORMS TO TPI.. Plus 6 Wind Load Cases) REPORTS: SBCCI 9761 Plus 1 UBC LL Load Case(s) R088IN3 ENGINEERING, INC. BASED ON SP LUMBER Checked for NonConcurrent 200 USING GROSS AREA TEST. Lbs Moving Point Load applied Plate - LOCK 20 Ga, Gross Area at Panel Points and Mid -panel Plate - RHS 20 Ga, Gross Area on BC Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 2.4 1.1 0.93 Jt React Uplft Size Req'd A LOCK 6.Ox 6.0 6.3 1.9 0.92 Lbs Lba In-Sx In-Sx 8 LOCK 6.Ox 8.0 1.4-3.8 0.98 A 2715 1128 4- 0 3- 3 O LOCK 3.Ox 6.0 0.5 Ctr 1.00 Hz m 150 31 LOCK 4.0x14.0 Ctr-0.2 0.90 D 2699 1141 4- 0 3- 3 Q LOCK 3.Ox 8.0 -0.5 Ctr 0.87 Hz 187 R LOCK 5.0x 6.0-1.0 Ctr 0.93 Robbins Engineering, Inc./Online PluPlus'C 1996-2005 Version 18.0.014 Engineering - Portrait 12/23t2005 4:00:48 PM Page 1 C LOCK 6.Ox 8.0-1.0 Ctr 0.95 S2 RHS 5.Ox10.0 Ctr 0.8 0.86 J LOCK 3.Ox 6.0-1.0 Ctr 0.95 I LOCK 5.0x16.0 0.5 Ctr 0.99 E LOCK 7.Ox16.0 Ctr 0.8 0.85 H LOCK 5.Ox 6.0 1.0 Ctr 0.93 G LOCK 6.Ox 8.0 1.0 Ctr 0.95 REFER TO ROBSINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ff8C2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OR Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and L'BC 2000 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on 8C. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / -SCE 7-02 Truss is designed as a Main Wind -Force Resistants System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: 8 Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf SC Dead Load 3.0 psf Max comp. force 7989 Lbe Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER i SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE ffL. 34946 2. !!lCAVTION!!I READ "SCSI-81 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TSRACE. 3-BEARING BLOCK. 4. DESIGNER: RCP 5. SIMPSON HANGER @ JT.D, C LOCK 6.Ox 8.0-1.0 Ctr 0.95 S2 RHS 5.Ox10.0 Ctr 0.8 0.86 J LOCK 3.Ox 6.0-1.0 Ctr 0.95 I LOCK 5.0x16.0 0.5 Ctr 0.99 E LOCK 7.Ox16.0 Ctr 0.8 0.85 H LOCK 5.Ox 6.0 1.0 Ctr 0.93 G LOCK 6.Ox 8.0 1.0 Ctr 0.95 REFER TO ROBSINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ff8C2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OR Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and L'BC 2000 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on 8C. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / -SCE 7-02 Truss is designed as a Main Wind -Force Resistants System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: 8 Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf SC Dead Load 3.0 psf Max comp. force 7989 Lbe Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER i SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE ffL. 34946 2. !!lCAVTION!!I READ "SCSI-81 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TSRACE. 3-BEARING BLOCK. 4. DESIGNER: RCP 5. SIMPSON HANGER @ JT.D, Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S 62CTR H2 I 1 SP 310400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 3-10-3 0 N N O TIC '� 9-0-0 22-4-0 5x6 3x6 3x63x6 3x6 2x4 H I S1 J L C 4-10-3 1-0-OE 1-0-OD D 4x6 4x8 3x6 6x6 R:1253 W:400 6 U: 538 R:1349 U: 549 7-7 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.42 2x 4 SP-#2 BC 0.98 2x 4 SP-#2 WB 0.84 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 549 4- 0 1- 9 Hz = 181 D 1253 538 3- 8 1- 8 Hz = 251 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -H 0.34 2276 C 0.01 0.33 H -B 0.22 1927 C 0.02 0.20 B -I 0.36 1875 C 0.02 0.34 I -S1 0.36 1966 C 0.02 0.34 S1-J 0.37 1966 C 0.02 0.35 20-5-0 31-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- J -L 0.42 2206 C 0.03 0.39 L -C 0.39 58 C 0.00 0.39 --------Bottom Chords --------- A -G 0.89 2032 T 0.20 0.69 G -S2 0.71 2132 T 0.22 0.49 S2-F 0.98 2132 T 0.22 0.76 F -E 0.65 2198 T 0.36 0.29 E -D 0.96 1364 T 0.13 0.83 ------------- Webs ------------- H -G 0.18 327 C B -G 0.17 530 T G -I 0.21 376 C I -F 0.16 213 C F -J 0.24 764 C J -E 0.13 419 T E -L 0.34 1066 T L -D 0.84 1746 C D -C 0.09 117 C WindLd LL Defl -0.27" in E -D L/999 TL Defl -0.47" in S2-F L/785 Shear // Grain in J -L 0.29 DL Defl -0.22" at S2 L/999 Hz Disp LL DL TL it D 0.04" 0.04" 0.09" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.75 B LOCK 5.Ox 6.0 0.7-3.1 0.60 F LOCK 6.Ox 6.0-1.4 3.6 0.93 E LOCK 5.Ox 6.0 Ctr-1.0 0.68 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber 2-0-0. 8-11-0 - Scale: 0.203" = 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load 3.0 psf Max comp. force 2276 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. M 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. SIMPSON HANGER @ JT.D. 5. DESIGNER: RCP Robbins Engineering. Inc./Online Plus` 0 1996.2005 Version 18.0.014 Engineering - Portrait 12123/20064:00:49 PM Page 1 Job SB62CTR Mark H3 Quan Type Span 1 1 SP 310400 P1-H1 6 Left OH 1- 2- 0 Right OH 0 Engineering ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-10-3 0 0 N O TC ' 11-0-0 20-4-0 5x6 3x6 3x63x6 3x6 2x4 B I S1 J L C i 6 2x4 5-10-3 \1-0 1-0-OE OD j' \ 4x6 D A E 1- 0- 0 n 4x6 - G S2 F - HGR 4x8 3x6 6x6 R:1309 W:400 6 U: 544 R:1404 U: 543 HC 20-5-0 2-0-0 1-11-0 - 31-4-0 _ ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.43 2x 4 SP-#2 BC 0.93 2x 4 SP-#2 WB 0.93 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1,25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft-1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1405 543 4- 0 1-11 Hz = 217 D 1309 544 3- 8 1- 9 Hz = 316 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.37 2361 C 0.02 0.35 H -B 0.27 1982 C 0.02 0.25 B -I 0.23 1711 C 0.02 0.21 Robbins Engineering, Inc./Online P1us- I -S1 0.22 1734 C 0.01 0.21 S1-J 0.32 1734 C 0.01 0.31 J -L 0.43 1821 C 0.02 0.41 L -C 0.41 76 C 0.00 0.41 --------Bottom Chords --------- A -G 0.91 2111 T 0.20 0.71 G -S2 0.66 1862 T 0.18 0.48 S2-F 0.93 1862 T 0.18 0.75 F -E 0.69 1922 T 0.32 0.37 E -D 0.93 1108 T 0.10 0.83 ------------- Webs ------------- H -G 0.18 392 C G -B 0.17 532 T G -I 0.18 215 C I -F 0.14 207 C F -J 0.24 539 C J -E 0.09 291 T E -L 0.32 1003 T L -D 0.93 1597 C D -C 0.16 111 C WindLd LL Defl -0.26" in S2-F L/999 TL Defl -0.45" in S2-F L/812 Shear // Grain in J -L 0.30 DL Defl -0.17" at S2 L/999 Hz Disp LL DL TL it D 0.04" 0.04" 0.08" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt,Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.78 B LOCK 5.Ox 6.0 0.7-3.1 0.60 F LOCK 6.Ox 6.0-1.4 3.6 0.81 E LOCK 5.Ox 6.0 Ctr-1.0 0.71 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 315 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2361 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. M CAUTION M READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. SIMPSON HANGER @ JT.D. 5. DESIGNER: RCP Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:00:50 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTR MA 1 1 SP 310400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 a 0 N O TC 6-10-3 1-0-OG 1-0-OF BC 13-0-0 5-4-0 1-9-8 5x6 5x6 B C HO 4-11-7 -t 3x6 3x6 3x6 6x6 R:1253 W:400 6 U: 545 R:1349 U: 542 F 4x6 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.49 2x 4 SP-#2 BC 0.93 2x 4 SP-#2 WB 0.91 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 543 4- 0 1- 9 Hz = 221 F 1253 545 3- 8 1- 8 Hz = 328 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -J 0.49 2174 C 0.02 0.47 J -S2 0.49 1893 C 0.02 0.47 S2-B 0.37 1796 C 0.05 0.32 20-5-0 _ 2-0-0 8-11-0__ 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1 Robbins Engineering, inc:./Online P'_us- C -D 0.15 1692 C 0.01 0.14 D -L 0.41 1676 C 0.01 0.40 L -E 0.40 78 C 0.00 0.40 --------Bottom Chords --------- A -I 0.90 1954 T 0.19 0.71 I -S1 0.62 1448 T 0.13 0.49 S1-M 0.43 1448 T 0.15 0.28 M -H 0.56 1431 T 0.15 0.41 H -G 0.56 1770 T 0.17 0.39 G -F 0.93 1043 T 0.10 0.83 ------------- Webs ------------- J -I 0.18 460 C I -B 0.14 446 T B -M 0.04 132 T M -C 0.04 146 T C -H 0.13 412 T H -D 0.54 1151 C D -G 0.09 287 T G -L 0.29 909 T L -F 0.91 1509 C F -E 0.16 116 C WindLd LL Defl -0.26" in G -F L/999 TL Defl -0.43" in G -F L/849 Shear // Grain in D -L 0.30 DL Defl -0.13" at H L/999 HE Disp LL DL TL it F 0.04" 0.04" 0.07" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.72 B LOCK 5.Ox 6.0 0.7-3.1 0.73 C LOCK 5.Ox 6.0-0.7-3.1 0.74 D LOCK 5.Ox 8.0 0.5 Ctr 0.84 I LOCK 3.Ox 6.0-0.5 Ctr 0.53 M LOCK 3.Ox 6.0 0.6 Ctr 0.55 H LOCK 6.Ox 6.0-1.4 3.6 0.97 G LOCK 5.Ox 6.0 Ctr-1.0 0.72 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 328 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2174 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: NC B -C 0.28 1454 C 0.02 0.26 Robbins Engineering, Inc./Online Plus"" 0 1996-2005 Version 18.0.014 Engineering • Portrait 12/2320054:0052 PM Pagel Job FMark Quan Type Span P1-H1 Left OH Right OH Engineering S$62CTR H'SA 1 SP 310400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 0 0 N O TC 7-10-3 1-0-OG 1-0-OF BC 0 0 v O 15-0-0 " 5-9-8 5x6 5x6 B C SO 3-11-7 6 -- - k 3x6 3x6 4x8 2x4 R:1301 W:400 U: 539 R:1409 U: 548 F 2x4 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.68 2x 4 SP42 BC 0.90 2x 4 SP42 CW 0.31 2x 4 SP-#3 WB 0.59 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24,0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb-1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1409 549 4- 0 1-11 HE = -207 F 1302 539 3- 8 1- 9 HE = 280 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -K 0.68 2257 C 0.03 0.65 R -Sl 0.67 2068 C 0.02 0.65 21-3-8 10-0-8 _ 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Robbins Engineering, inc./Online P1us- B -C 0.19 1377 C 0.09 0.10 C -L 0.27 2403 C 0.06 0.21 L -D 0.23 2437 C 0.13 0.10 D -M 0.32 1409 C 0.01 0.31 M -E 0.32 1409 C 0.01 0.31 --------Bottom Chords --------- A -J 0.90 2029 T 0.19 0.71 J -S2 0.58 1386 T 0.11 0.47 S2-P 0.54 1386 T 0.13 0.41 P -H 0.39 84 T 0.00 0.39 G -0 0.58 2336 T 0.23 0.35 0 -F 0.34 214 T 0.00 0.34 ---------- Chord -Webs ---------- H -G 0.31 220 T 0.00 0.31 G -L 0.04 170 T 0.04 0.00 ------------- Webs ------------- K -J 0.16 502 C J -B 0.39 678 T B -P 0.10 129 C P -C 0.11 145 C P -G 0.42 1320 T C -G 0.56 1277 T G -D 0.15 614 C D -0 0.59 1154 C 0 -M 0.09 399 C 0 -E 0.58 1823 T F -E 0.30 1284 C WindLd LL Defl -0.20" in A -J L/999 TL Defl -0.38" in A -J L/975 Shear // Grain in A -K 0.32 DL Defl -0.16" at H L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.75 B LOCK 5.Ox 6.0 0.7-3.1 0.73 C LOCK 5.Ox 6.0-0.3-3.4 0.93 G LOCK 6.Ox 8.0 Ctr 1.2 0.85 0 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 pelf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 2437 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. M 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. S1-B 0.57 1955 C 0.09 0.48 Robbins Engineering, Inc./Online Plus'" 0 1996.2005 Version 18.0.014 Engineering • Portrait 12/23/2005 4:00:54 PM Pagel Job S�62CTR Mark T9A Quan 1 1 Type SP Span P1-Hl 310400 6 Left OH Right 1- 2- 0 0 OH �Enghreering ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 2-11-7 0 N N O TC 'r 15-8-0 - 8-5-8 7-2-8 6x6 8 3x6 ' 2x0 6 ��\` K S1 3x6-'- 5x6 2x4 8-2-3 �� \ \ C D 1-0-0H' 1-0-0E _r 4x6 A ji' 6 1- 0- 0 4x6 6x8 ✓/ k I 32 H G HGR 2x4 4x8 4x10 2x4 R:1253 w:40o U: 534 R:1349 U: 553 sc 21-3-8 10-0-8 31-4-0 _ ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.75 2x 4 SP-#2 BC 0.83 2x 4 SP-SS EX A -S2 2x 4 SP-#2 CW 0.92 2x 4 SP-#3 WB 0.75 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on J -H WB 1 rows CLB on C -E Attach CLB with (2)-10d nails at each web. Loading Live. Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 554 4- 0 1- 9 Hz = -205 E 1253 534 3- 8 1- 8 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -J 0.74 2157 C 0.02 0.72 J -S1 0.73 1525 C 0.01 0.72 S1-B 0.68 1401 C 0.06 0.62 B -K 0.43 2257 C 0.03 0.40 K -C 0.64 2344 C 0.04 0.60 C -D 0.75 42 C 0.00 0.75 --------Bottom Chords --------- A -I 0.73 1942 T 0.19 0.54 I -S2 0.75 1942 T 0.20 0.55 S2-H 0.83 1942 T 0.10 0.73 H -G 0.23 250 C 0.00 0.23 F -E 0.56 2719 T 0.14 0.42 ---------- Chord -Webs ---------- G -F 0.92 217 T 0.00 0.92 F -K 0.03 151 T 0.03 0.00 ------------- Webs ------------- I -J 0.08 278 T J -H 0.24 762 C 1 Br H -B 0.09 285 T H -F 0.39 1243 T B -F 0.61 1240 T F -C 0.22 861 C C -E 0.75 2881 C 1 Br E -D 0.06 251 C WindLd LL Defl -0.29" in F -E L/999 TL Defl -0.52" in F -E L/702 Shear // Grain in S2-H 0.44 DL Defl -0.25" at G L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.72 B LOCK 6.Ox 6.0 0.5-0.8 0.85 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.92 F LOCK 6.Ox 8.0 Ctr 1.2 0.85 Hz = 227 Robbins Engineering, Inc./Online Plus- 0 1996.2005 Version 18.0 014 Engineering . Portrait 12/23/2005 4:00:59 PM Page 1 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 2881 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: RCP 5. SIMPSON HANGER @ JT.E. Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S$62CTR I T9 1 2 TR 310400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/48567 HO 4-3 0 0 N O TC 2 8-2-3 HO 4-3 15-8-0 15-8-0 5x6 B :6 3x6 3x6 3x6 3x6 W:400 HGR R:1453 R:1357 U: 562 U: 525 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.206" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.69 2x 4 SP-#2 BC 0.95 2x 4 SP-#2 WB 0.42 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1453 562 4- 0 1-11 Hz = -196 C 1357 526 3- 8 1-10 HE = 197 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.69 2363 C 0.03 0.66 Robbins Engineering, Inc./Online P1us- F -S3 0.69 2180 C 0.03 0.66 S3-B 0.63 2061 C 0.10 0.53 B -S2 0.63 2061 C 0.10 0.53 S2-G 0.69 2180 C 0.03 0.66 G -C 0.69 2363 C 0.03 0.66 --------Bottom Chords --------- A -E 0.95 2122 T 0.18 0.77 E -S1 0.71 1393 T 0.23 0.48 S1-S4 0.83 1393 T 0.12 0.71 S4-D 0.71 1393 T 0.23 0.48 D -C 0.95 2122 T 0.18 0.77 ------------- Webs ------------- F -E 0.18 510 C E -B 0.42 805 T B -D 0.42 805 T D -G 0.18 510 C LL Defl -0.49" in S1-S4 L/749 TL Defl -0.62" in S1-S4 L/595 Shear // Grain in F -S3 0.33 DL Defl -0.14" 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 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.78 B LOCK 5.Ox 6.0 Ctr-0.1 0.60 C LOCK 4.Ox 6.0 Ctr 0.1 0.78 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load 3.0 psf Max comp. force 2363 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.C. Robbins Engineering, Inc./Online Plus" 01996-2006 Version 18.0.014 Engineering -Portrait 12/23/2005 4:00:58 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH` Engineering S,062CTR HS 1 HIPP 310400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 0 0 0 0 N a' O O TC 15-0-0 'i 15-0-0 5x6 Sx6 H C 3x6 3x6 6 S3 yyi I S2 i 2x4 3x6 7-10-3 i 4x6 A H S4 E S1 G 3x6 3x6 4x8 4x8 2x4 W:400 HGR R:1404 R:1298 U: 562 U: 525 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.205" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.68 2x 4 SP-#2 BC 0.93 2x 4 SP42 WB 0.36 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on E -J Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 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 1405 562 4- 0 1-11 Hz - -188 D 1299 526 3- 8 1- 9 Hz = 189 Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.68 2245 C 0.02 0.66 I -S3 0.68 2024 C 0.02 0.66 S3-B 0.59 1911 C 0.09 0.50 B -C 0.20 1386 C 0.09 0.11 C -S2 0.52 1534 C 0.05 0.47 S2-J 0.66 1645 C 0.01 0.65 J -D 0.67 2237 C 0.02 0.65 --------Bottom Chords --------- A -H 0.93 2019 T 0.19 0.74 H -S4 0.61 1378 T 0.11 0.50 S4-E 0.49 1378 T 0.13 0.36 E -S1 0.60 2010 T 0.20 0.40 S1-G 0.72 2010 T 0.20 0.52 G -D 0.75 2010 T 0.19 0.56 ------------- Webs ------------- I -H 0.18 510 C H -B 0.36 651 T B -E 0.12 173 T E -C 0.14 408 T E -J 0.20 707 C 1 Br G -J 0.09 280 T LL Defl -0.23" in A -H L/999 TL Defl -0.42" in A -H L/885 Shear // Grain in I -S3 0.33 DL Defl -0.16" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.74 B LOCK 5.Ox 6.0 0.7-3.1 0.73 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.74 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.82 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph .Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2245 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. SIMPSON HANGER @ JT.D. 5. DESIGNER: RCP Robbins Engineering, Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:00:53 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering S 62CTR H4 1 1 HIPP 310400 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 0 0 N O TC " 13-0-0 5-4-0 13-0-0 5x6 5x6 B C 6-10-3 6 3x6 3x6 4x8 3x6 2x4 U w:400 HGR R:1416 R:1305 U: 562 U: 525 BC Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.89 2x 4 SP-#2 WB 0.42 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on B -E Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb-1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1419 562 4- 0 1-11 Hz = -162 D 1306 526 3- 8 1- 9 Hz = 164 Membr CSI P Lbs Axl-CSI-Bnd _. 31-4-0 - 31-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online FlUS- ---------- Top Chords ---------- A -H 0.47 2337 C 0.03 0.44 H -S2 0.46 2065 C 0.02 0.44 S2-B 0.40 1968 C 0.06 0.34 B -C 0.25 1565 C 0.02 0.23 C -S3 0.34 1744 C 0.04 0.30 S3-I 0.45 1839 C 0.02 0.43 I -D 0.46 2299 C 0.03 0.43 --------Bottom Chords --------- A -F 0.89 2097 T 0.19 0.70 F -S4 0.58 1560 T 0.13 0.45 S4-E 0.70 1560 T 0.15 0.55 E -S1 0.54 2061 T 0.34 0.20 S1-G 0.64 2061 T 0.21 0.43 G -D 0.65 2061 T 0.19 0.46 ------------- Webs ------------- H -F 0.16 448 C F -B 0.16 524 T B -E 0.03 124 T 1 Br E -C 0.12 393 T E -I 0.42 562 C G -I 0.08 259 T LL Defl -0.21" in S4-E L/999 TL Defl -0.35" in A -F L/999 Shear // Grain in A -H 0.27 DL Defl -0.13" 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 0.78 B LOCK 5.Ox 6.0 0.7-3.1 0.73 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.76 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.205" = 1' NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2337 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. M CAUTION M READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. SIMPSON HANGER @ JT.D. 5. DESIGNER: RCP Robbins Engineering, Ina/Online Plus TM 01996.2005 Version 18.0.014 Engineering -Portrait 12/23/2005 4 00:51 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SR62CTR H$ 1 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 Ho 4-3 0 0 a 0 N O N O TC "r 11-0-0 9-4-0 11-0-0 " 5x6 2x4 5x6 a K C 3x6 i' 3x6 S3 �,, / % - / \.,. \ ' S4 6 2x4 � 2x4 5-10-3 G NX \`'\\ \ 4x6 � 4x6 l � - ;S F S1 J $2 E 3x6 4x8 4x8 4x8 3x6 w:400 w:400 R:1349 R:1349 U: 562 U: 562 aC 31-4-0 31-4-0 - ALL PLATES ARE LOCK20 Scale: 0.202" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP42 BC 0.74 2x 4 SP42 WB 0.13 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.011 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load 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 Regrd Lbs Lbs In-Sx In-Sx A 1349 562 4- 0 1- 9 Hz = -137 D 1349 562 4- 0 1- 9 Hz = 138 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.35 2304 C 0.03 0.32 G -S3 0.34 2013 C 0.02 0.32 S3-B 0.46 1919 C 0.06 0.40 B -K 0.25 1756 C 0.01 0.24 Robbins Engineering, Inc./Online P1us- K -C 0.25 1756 C 0.01 0.24 C -S4 0.46 1919 C 0.06 0.40 S4-I 0.34 2013 C 0.02 0.32 I -D 0.35 2304 C 0.03 0.32 --------Bottom Chords --------- A -F 0.74 2067 T 0.20 0.54 F -S1 0.66 1594 T 0.16 0.50 S1-J 0.66 1594 T 0.16 0.50 J -S2 0.66 1594 T 0.16 0.50 S2-E 0.66 1594 T 0.16 0.50 E -D 0.74 2067 T 0.20 0.54 ------------- Webs ------------- G -F 0.13 410 C F -B 0.12 398 T B -J 0.08 255 T J -K 0.13 299 C J -C 0.08 255 T C -E 0.12 398 T E -I 0.13 410 C LL Defl -0.13" in J -S2 L/999 TL Defl -0.24" in J -S2 L/999 Shear // Grain in G -S3 0.26 DL Defl -0.16" 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 0.76 B LOCK 5.Ox 6.0 0.7-3.1 0.73 C LOCK 5.Ox 6.0-0.7-3.1 0.73 D LOCK 4.Ox 6.0 Ctr 0.1 0.76 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.87 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2304 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: NC Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:00:57 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB62CTR H7 1 SP 310400 6 1- 2- 0 1- 2- 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 0 0 0 0 N N O O TC 'r 9-0-0 13-4-0 9-0-0 #6x10 5x6 3x6 3x6 3x3 #6x10 5-5-3 4x8 3x8 3.8 4x8 W:400 N N W:400 R:1349 R:1349 U:-562 20- 0- 0 _ o o _ - 9- 0- 0 U:.562 SC 31-4-0 31_4_p ALL PLATES ARE LOCK20, # s PLATE SELECTED IN PLATE MONITOR Scale: 0.203" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.57 2x 4 SP42 BC 0.96 2x 4 SP-#2 WB 0.26 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 rc=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 PIU3' C -1 0,25 1920 C 0,02 0,23 I -D 0.36 2271 C 0.01 0.35 --------Bottom Chords --------- A -F 0.91 2028 T 0.20 0.71 F -S1 0.68 2170 T 0.22 0.46 S1-S2 0.96 2170 T 0.22 0.74 S2-E 0.68 2170 T 0.22 0.46 E -D 0.91 2028 T 0.20 0.71 ------------- Webs ------------- G -F 0.19 326 C B -F 0.16 514 T F -H 0.26 389 C H -E 0.26 389 C E -C 0.16 514 T E -I 0.19 326 C LL Defl -0.25" in S1-S2 L/999 TL Defl -0.41" in S1-S2 L/900 Shear // Grain in B -H 0.33 DL Defl -0.18" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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 0.75 B LOCK 5.0x 6.0 0.7-3.1 0.60 C LOCK W6.Ox10.0-1.5 0.6 0.64 D LOCK 4.Ox 6.0 Ctr 0.1 0.75 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 562 4- 0 1- 9 REFER TO ROBBINS ENG. GENERAL Hz = -111 NOTES AND SYMBOLS SHEET FOR D 1349 562 4- 0 1- 9 ADDITIONAL SPECIFICATIONS. HE = 113 NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: ----------Top Chords---------- East Coast Lumber A -G 0.36 2271 C 0.01 0.35 Analysis Conforms To: G -B 0.25 1920 C 0.02 0.23 FBC2004 B -H 0.57 1880 C 0.02 0.55 OH Loading H -S3 0.57 1880 C 0.02 0.55 Soffit psf 2.0 S3-C 0.43 1880 C 0.05 0.38 Design checked for LL on BC Robbins Engineering, Inc./Online Plus- C 1996-2005 Version 18.0.014 Engineering . Portrait IZ23/2005 4:00:56 PM 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. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2271 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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB,62CTR H6 I 1 SP 310400 6 1- 2- 0 1- 2- 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 o 0 O 0 N O N O TC '' - 7-0-0 . 17-4-0. _ _ _ - -QUO 6x10 H 3x6 0 2x4 #6x12 3x6 3x12 2x4 #3x6 #6x12 M S1 N T % C 3x6 r' ' 3x6 5-5-3 axe L .. \ i U P 3x10 A D -: H G 4x4 F E 2"I 2x4 3x6 7x6 #7x12 4x6 3x6 2x4 w:400 SPL W:400 R:3262 R:2221 U:1364 1s- 0- 0 _ _ ._.. 3- 2- 0 3- 2- 0 _ -7- 0- 0._ U;-927 BC 31-4-0 ALL PLATES ARE LOCK20, # PLATE SELECTED IN PLATE MONITOR Scale: 0.203" = 1' Robbins Engineering, Inc./Online Plus- ---------- Top Chords---------- G LOCK 4.Ox 6.0 0.5 Ctr 0.89 A -L 0.64 6412 C 0.39 0.25 Online Plus -- Version 18.0.014 L -8 0.77 6411 C 0.33 0.44 # a Plate Monitor used RUN DATE: 23-DEC-05 B -M 0.98 7575 C 0.56 0.42 M -Sl 0.69 6667 C 0.47 0.22 REFER TO ROBBINS ENG. GENERAL CSI -Size- ----Lumber---- S1-N 0.70 6667 C 0.47 0.23 NOTES AND SYMBOLS SHEET FOR TC 0.98 2x 4 SP-#2 N -0 0.78 6667 C 0.47 0.31 ADDITIONAL SPECIFICATIONS. BC 0.60 2x 6 SP-SS 0 -C 0.88 5337 C 0.24 0.64 EX H -D 2x 6 SP-#2 C -P 0.59 4091 C 0.16 0.43 NOTES: WB 0.77 2x 4 SP-#3 P -D 0.34 4233 C 0.26 0.08 Trusses Manufactured by: PH --- 2x 4 SP-#3 --------Bottom Chords--------- East Coast Lumber A -K 0.53 5718 T 0.39 0.14 Analysis Conforms To: Brace truss as follows: K -S 0.53 5718 T 0,39 0.14 FBC2004 O.C. From To S -I 0.47 5756 T 0.39 0.08 OH Loading TC Cont. 0- 0- 0 31- 4- 0 i -H 0.60 7575 T 0.52 0.08 Soffit psf 2.0 SC Cont. 0- 0- 0 31- 4- 0 H -G 0.83 5337 T 0.71 0.12 Design checked for LL on BC G -F 0.58 3617 T 0.48 0.10 per BOCA (section 1606.2.3), Loading Live Dead (psf) F -E 0.71 3795 T 0.50 0.21 ISC/IRC-2003,and FBC 2004 TC 20.0 15.0 E -D 0.71 3795 T 0.50 0.21 (section 1607,1), 20.0 psf. BC 0.0 5.0 -------------Webs------------- Design chocked for 10 psf non - Total 20.0 20.0 40.0 K -L 0.04 132 C concurrent LL on BC. Spacing 24.0" L -S 0.03 152 C Prevent truss rotation at all Lumber Duration Factor 1.25 S -B 0.17 584 T bearing locations. Plate Duration Factor 1.25 B -I 0.77 2424 T NOTE: USER MODIFIED PLATES TC Fb=1.00 Fc=1.00 Ft=1.00 I -M 0.12 485 T This design may have plates BC Fb=1.00 Fc=1.00 Ft-1.00 M -H 0.53 1131 C selected through a plate H -N 0.07 329 C monitor. Load Case # 1 Standard Loading H -0 0.54 1704 T Wind Loads - ANSI / ASCE 7-02 Lumber Duration Factor 1.25 G -O 0.27 1277 C Truss is designed as a Main Plate Duration Factor 1.25 G -C 0.68 2142 T Wind -Force Resistance System. plf - Live Dead From To F -C 0.11 348 T Wind Speed: 120 mph TC V 40 30 0.0' 31.3' F -P 0.06 281 C Mean Roof Height: 25-0 SC V 0 10 0.0' 31.3' E -P 0.04 130 T Exposure Category: B TC V 50 38 8.0' 11.0' Occupancy Factor : 1.00 BC V 0 13 8.0' 11.0' LL Defl -0.34" in I -H L/999 Building Type: Enclosed SC V 199 199 7.0' CL-LB TL Defl -0.68" in I -H L/544 Zone location: Exterior TC V 144 144 7.0' CL-LB Shear // Grain in B -M 0.38 TC Dead Load 7.0 psf SC V 900 900 11.0' CL-LB DL Defl -0.51" at H L/728 BC Dead Load 3.0 psf Max comp. force 7575 Lbs Plates for each ply each face. Quality Control Factor 1.00 Plus 6 Wind Load Case(s) PLATING CONFORMS TO TPI. Plus 1 UBC LL Load Case(s) REPORTS: SSCCI 9761 FABRICATOR NOTES: ROBBINS ENGINEERING, INC. 1. EAST COAST LUMBER 6 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 SC Plate - RHS 20 Ga, Gross Area 2. IIICAUTIONIII READ "SCSI-81 it Type Pit Size X Y JSI SUMMARY SHEET" BEFORE Jt React Uplft Size Req'd A LOCK 3.Ox10.0 2.4 1.1 0.93 HANDLING , INSTALLING b Lba Lbs In-Sx In-Sx A LOCK S.Ox 8.0 6.3 1.0 0.82 BRACING TRUSSES, A 3263 1365 4- 0 3-14 8 LOCK 6.Ox10.0 1.5-4.1 0.93 3. SEE ATTACHED DETAIL SHEET Hz = -85 O LOCK 3.Ox 6.0-0.5 Ctr 0.95 FOR: 1-JACK NAILS. D 2221 928 4- 0 2-10 C LOCK 6.Oxl2.0-1.1 0.3 0.73 2-TBRACE. 3-BEARING BLOCK. Hz = 86 D LOCK 5.Ox 4.0-1.0 0.9 0.86 4. DESIGNER: NC I LOCK 7.Ox 6.0-0.5-1.2 0.90 Membr CSI P Lbs Axl-CSI-Bnd H# LOCK 7.Oxl2.0 Ctr-1.2 0.83 Robbins Engineering, Inc.lOnline Plus' 0 1996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:00:55 PM Page 1 Job S?62CTR Mark G27 Quan 1 Type MONO Span 70000 P1-H1 Left 6 0 OH Right OH 0 Engineering ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 3-10-3 TC 7-0-0 3x8 H 6 Sx4 3-10-3 2x4 E 3x10 A! --- C �_.. - 2x4 Us D 4x8 W:400 HGR R:1743 R:1800 U: 695 U: 790 8C 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.472" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.28 2x 4 SP-#2 BC 0.76 2x 6 SP42 WB 0.75 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 177 177 3.3' 7.0' BC V 844 844 2.3' CL-LB Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- Lbs Lbs In-Sx In-Sx A 1743 696 4- 0 2- 1 Hz = 128 C 1800 791 3- 8 2- 2 Hz - 212 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.26 3121 C 0.08 0.18 E -G 0.28 3076 C 0.08 0.20 G -B 0.12 1459 C 0.09 0.03 --------Bottom Chords --------- A -D 0.76 2772 T 0.37 0.39 D -F 0.56 1300 T 0.17 0.39 F -C 0.19 151 T 0.00 0.19 ------------- Webs ------------- D -E 0.01 62 T D -G 0.66 2078 T F -G 0.16 955 C F -B 0.75 2341 T C -B 0.29 1372 C WindLd LL Defl -0.03" in D -F L/999 TL Defl -0.07" in D -F L/999 Shear // Grain in D -F 0.45 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox10.0 Ctr-0.1 0.91 G LOCK 5.Ox 4.0-0.9-0.4 0.95 B LOCK 3.Ox 8.0-0.5-1.1 0.92 D LOCK 4.Ox 8.0 Ctr-0.4 0.97 F LOCK 3.Ox 8.0 0.5 Ctr 0.85 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 3121 Lbs Quality Control Factor 1.00 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 3 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: RCP 5. SIMPSON HANGER @ JT.C. Jt React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:14 PM Page 1 Job SB62CTR Mark T26 Quan Type Span Pl-H1 Left OH Right OH 1 TR 200400 6 0 1- 2- 0 Engineering ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 TC 10-2-0 10-2-0- 1-2-0 4x4 B zxa %� � I \\� zxa 5-5-3 \ 3x4 �i \ �s \\ 3x4 5x6 `x HGR SPL Ai:400 R: 813 R: 909 U: 341 U: 377 BC 20-4-0 20-4-0 ALL PLATES ARE LOCK20 Scale: 0.309" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.37 2x 4 SP42 BC 0.79 2x 4 SP-#2 WB 0.19 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont- 0- 0- 0 20- 4- 0 BC Cont. 0- 0- 0 20- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc-1,10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- A -E 0.37 1313 C 0.00 0.37 E -B 0.27 925 C 0.00 0.27 B -F 0.27 925 C 0.00 0.27 F -C 0.37 1313 C 0.00 0.37 --------Bottom Chords --------- A -D 0.79 1183 T 0.12 0.67 D -C 0.79 1183 T 0.12 0.67 ------------- Webs ------------- E -D 0.19 409 C D -B 0.15 523 T D -F 0.19 409 C LL Defl 0.20" in A -D L/999 TL Defl -0.24" in D -C L/980 Shear // Grain in A -E 0.21 DL Defl -0.12" at D L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI D LOCK 5.Ox 6.0 Ctr-0.5 0.57 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx NOTES: A 813 341 3- 8 1- 0 Trusses Manufactured by: HE = -116 East Coast Lumber C 909 378 4- 0 1- 1 Analysis Conforms To: Hz = 117 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 pelf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1313'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. M 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: RCP 5. SIMPSON HANGER @ JT.A. Robbins Engineering. Inc./Online Plus" 01996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:14 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTR M26 1 1 HIPP 200400 6 0 1- 2- 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 TC 9-0-0 2-4-0 9-0-0 1-2-0 5x6 4x4 H C 2x4 %� % 2xx4 4-10-3 / /y 3x4 I y 3x4 ' 19 IT -E 31 . L 3x4 3x6 3x6 HGA AT: a00 R: 813 R: 909 U: 341 U: 377 He 20_4_0 _ _ _ _ _ __ _ 20-4-0 ALL PLATES ARE LOCA20 Scale: 0.308" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.28 2x 4 SP-#2 BC 0.71 2x 4 SP-#2 WB 0.14 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 4- BC Cont. 0- 0- 0 20- 4- Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.01" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 813 341 3- 8 1- 0 Hz = -103 D 909 378 4- 0 1- 1 Hz = 104 Rubbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- A -G 0.28 1346 C 0.00 0.28 G -B 0.20 1003 C 0.00 0.20 B -C 0.09 890 C 0.06 0.03 C -H 0.20 1003 C 0.00 0.20 H -D 0.28 1347 C 0.00 0.28 --------Bottom Chords --------- A -F 0.71 1211 T 0.13 0.58 F -S1 0.54 887 T 0.09 0.45 S1-E 0.54 887 T 0.08 0.46 E -D 0.70 1212 T 0.13 0.57 ------------- Webs ------------- G -F 0.14 359 C F -B 0.11 352 T B -E 0.05 157 T E -C 0.07 242 T E -H 0.14 361 C LL Defl 0.19" in E -D L/999 TL Defl -0.21" in A -F L/999 Shear // Grain in G -B 0.19 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 5,0x 6.0-0.5 Ctr 0.79 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1347 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.A. NOTES: Robbins Engineering, Inc./Online Plus"" 0 1996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:13 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineerl,tg SB62CTR H25 1 1 HIPP 200400 6 0 1- 2- 0 ME HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 4-3 TC 7-0-0 _. _ 6-4-0_ 7-0-0 1-2-0 2x4 I 3-10-3 4x8 B 3: 4x8 C R:1688 R:1784 U: 709 U: 746 8C 2p-4-0- 20-4-0- ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.39 2x 4 SP-#2 BC 0.77 2x 4 SP-#2 WB 0.20 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 4- 0 BC Cont. 0- 0- 0 20- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft-1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 20.3' BC V 0 10 0.0' 20.3' TC V 50 38 7.0' 13.3' BC V 0 13 7.1' 13.2' BC V 280 280 7.1' CL-LB BC V 280 280 13.2' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Rebb_4no Engineering, Inc./Online Plus Hz = -79 D 1784 746 4- 0 2- 2 Hz = 80 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.35 3208 C 0.09 0.26 H -B 0.39 3052 C 0.07 0.32 B -I 0.36 3024 C 0.07 0.29 I -C 0.36 3024 C 0.07 0.29 C -J 0.39 3052 C 0.07 0.32 J -D 0.35 3208 C 0.09 0.26 --------Bottom Chords --------- A -F 0.77 2840 T 0.29 0.48 F -G 0.56 2737 T 0.50 0.06 G -S1 0.55 2737 T 0.50 0.05 S1-E 0.56 2737 T 0.50 0.06 E -D 0:77 2840 T 0.29 0.48 ------------- Webs ------------- H -F 0.03 125 T F -B 0.20 642 T B -G 0.14 437 T G -I 0.12 564 C G -C 0.14 437 T E -C 0.20 642 T E -J 0.03 125 T LL Defl -0.10" in F -G L/999 TL Defl -0.21" in G -S1 L/999 Shear // Grain in S1-E 0.41 DL Defl -0.16" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3,0xl0.0 1.8 0.7 0.97 D LOCK 3,0x10.0-1.8 0.7 0.97 Jt React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL Lbs Lbs In-Sx In-Sx NOTES AND SYMBOLS SHEET FOR A 1688 710 3- 8 2- 0 ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online PlusT° 01996-2005 Version 18.0.014 Engineering -Portrait 12/23/20054:01:12 PM Pagel Scale: 0.306" = 1' NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load : 3.0 psf Max comp. force 3208 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. II!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: RCP 5, SIMPSON HANGER @ JT.A. Job Mark Quan Type Span Pl-Hl Left OH Right OH I Engineering SB62CTR MV6 1 3 VSMO 60000 6 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 3-0-0 TC ac HO 3-0-0 6-0-0 2x4 a 6-0-6 6-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 BC 0.15 2x 4 SP-#2 WB 0.04 2x 4 SP-#3 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 0- 0 BC Cont. 0- 0- 0 6- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.07 101 C 0.00 0.07 D -B 0.07 60 C 0.00 0.07 --------Bottom Chords --------- A -E 0.13 0 T 0.00 0.13 E -C 0.15 0 T 0.00 0.15 ------------- Webs ------------- C -B 0.04 52 C WindLd ----------Gable Webs---------- E -D 0.03 191 C LL Defl 0.00" in E -C L/999 TL Defl 0.00" in A -E L/999 Shear // Grain in A -E 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by• East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 6- 0- 0 Design checked for LL on BC 431 181 Hz = 165 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus"' C 1996.2005 Version 18.0.014 Engineering -Portrait 12/23/2005 4:01:15 PM Pagel Scale: 0.594" = 1' IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 191 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. M 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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB62CTR MV4 1 4 VSMO 40000 6 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 2-0-0 HO 2-0-0 TC 4-0-0 -._-_ _. BC 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.14 2x 4 SP-#2 WB 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb-1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 48 C 0.00 0.08 --------Bottom Chords --------- A -C 0.14 0 T 0.00 0.14 ------------- Webs ------------- C -B 0.02 90 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.23 DL Dial 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 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. Brig 0- 0- 0 to 4- 0- 0 (section 1607.1), 20.0 psf. 335 113 Hz 101 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus- 01996-2005 Version 18.0.014 Engineering - Portrait 12/23/2006 4:01:16 PM Page 1 2x4 Scale: 0.757" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load 3.0 psf Max comp. force 90 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M 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: NC Job Mark Quan Type Span P1-HI Left OH Right OH Engineering SB62CTR MV2 4 JCA2 20000 6 0 0 1-0-0 Ho 1-0-0 TC 2-0-0 6 2x4 4 Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- TC 0.00 2x 4 SP42 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) f �T SC 2-0-0 2-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 15 C --------Bottom Chords--------- A -C 0.00 0 T ------------- Webs ------------- C -B 0.00 36 C WindLd LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -B 0.03 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 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 Regid per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003,and FBC 2004 Cont. Brg 0- 0- 0 to 2- 0- 0 (section 1607.1), 20.0 psf. 254 47 HE 36 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, InclOnline, Plus'" 01996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:17 PM Page 1 Scale: 0.859" = 1' Refer to Gen Dist 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 36 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: I. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5265 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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTR V4 1 TR 40000 6 0 0 1-0-0 TC 2-0-0 6 2x4 4x4 He - 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Online Plus -- Version 18.0.014 Shear // Grain in A -B 0.03 RUN DATE: 23-DEC-05 DL Defl 0.00" at L/999 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.01 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb-1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.33 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: Plus 6 Wind Load Case(s) FBC2004 Plus 1 UBC LL Load Case(s) Design checked for LL on BC per BOCA (section 1606.2.3), Jt React Uplft Size Req'd IBC/IRC-2003,and FBC 2004 Lbs Lbs In-Sx In-Sx (section 1607.1), 20.0 psf. Cont. Brg 0- 0- 0 to 4- 0- 0 Design checked for 10 psf non- 221 93 Hz = 15 concurrent LL on BC. Refer to Gen Det 3 series for Membr CSI P Lbs Axl-CSI-Bnd web bracing and plating. ----------Top Chords---------- Wind Loads - ANSI / ASCE 7-02 A -B 0.00 74 C Truss is designed as a Main B -C 0.00 74 C Wind -Force Resistance System. --------Bottom Chords--------- Wind Speed: 120 mph A -C 0.01 0 T 0.00 0.01 Mean Roof Height: 25-0 Robbins Engineering, Inc./Online Plus C 1996.2005 Version 18.0.014 Engineering - Portrait 12/23120054:01:18 PM Page 1 2x4 Scale: 0.888" = 1' 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 74 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: NC Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering SB62CTR HJ% 1 6 KNG1 91013 4,243 1- 7-13 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 3-15 HO 3-9-15 TC 1-7-13 9-10-13 2x4 i 4.243 ?E4 / IW toe 3-9-15 / 288 s� J 185 3x3 A \ .... 3x3 W:308 W:108 R: 501 R: 397 U: 120 U: 95 BC 9-10-13 9-10-13 ALL PLATES ARE LOCK20 Scale: 0.468" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP42 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 0.01 0 11 9.9' Robbins Engineering, Inc./Online Plus- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 120 3- 8 1- 0 HE = 142 B 289 186 1- 8 1- 0 Hz = 224 C 397 95 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.54 712 C 0.00 0.54 E -B 0.54 131 T 0.00 0.54 --------Bottom Chords --------- A -C 0.92 720 T 0.13 0.79 ------------- Webs ------------- E -C 0.29 769 C C -B 0.08 0 T WindLd LL Defl -0.24" in A -C L/474 TL Defl -0.36" in A -C L/313 Shear // Grain in E -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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. Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) NOTES: Trusses Manufactured by: Checked for NonConcurrent 200 East Coast Lumber Lbs Moving Point Load applied Analysis Conforms To: at Panel Points and Mid -panel FBC2004 on BC Girder King Jack Robbins Engineering. Inc./Online Plusi° ® 1996-2005 Version 18.0.014 Engineering -Portrait 12/23/2005 4:01:18 PM Pagel Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 769 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: NC Joe Mark Quan Type Span P1-H1 Left OR Right OH Engineering SB62CTR HJ7A 2 KNGl 91013 4.243 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 80 3-15 HO 3-9-15 TC 1-2-0 9-10-13 3x3 8 4.243 ax4 3-9-15 ;j 3x3 A y / IR:108 L . 196 43 C 2x4 3x3 rj W:511 W:511 W:108 R: 307 R: 641 R: 238 U: 61 U: 212 U: 23 SC 6-10-0 3-0-13 9-10-13 ALL PLATES ARE LOCK20 Scale: 0.374" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.49 2x 4 SP-#2 WB 0.09 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft-1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 308 62 5-11 1- 0 Hz = 143 F 642 213 5-11 1- 0 B 197 144 1- 8 1- 0 Hz - 223 C 238 24G 1- 8 1- 0 G = Gravity Uplift Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- A -E 0.47 268 C 0.00 0.47 E -B 0.47 121 T 0.00 0.47 --------Bottom Chords --------- A -F 0.49 286 T 0.05 0.44 F -C 0.31 61 C 0.00 0.31 ------------- Webs ------------- E -F 0.09 497 C F -B 0.05 190 C C -B 0.08 0 T WindLd LL Defl 0.05" in A -F L/999 TL Defl -0.04" in A -F L/999 Shear // Grain in E -B 0.33 DL Defl 0,00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Robbins Engineering, Inc./Online Plus` 01996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:19 PM Page 1 East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 7- 0- 0 OR Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 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. M 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: NC Job Mark I Quan Type Span P1-H1 Left OH Right OH Eriglneering SB62CTR EJ7 20 ENDJ 70000 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 3-10-3 TC 1-2-0 7-0-0 3-10-3 8 1.5 58 W:306 W:106 R: 377 R: 243 U: 104 U: 8 BC 7-0-0 7-0-0 _ ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 99 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 23-DEC-05----------Top Chords ---------- A -B 0.55 91 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP-#2 A -C 0.67 99 T 0.00 0.67 BC 0.67 2x 4 SP-#2 LL Defl -0.08" in A -C L/999 Brace truss as follows: TL Defl -0.17" in A -C L/461 O.C. From To Shear // Grain in A -B 0.28 TC Cont. 0- 0- 0 7- 0- 0 DL Defl 0.00" at L/999 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 24.011 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Regrd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 377 104 3- 8 1- 0 Design checked for LL on BC Hz = 185 per BOCA (section 1606.2.3), B 215 158 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 244 9 1- 8 1- 0 (section 1607.1)., 20.0 psf. Robbins Engineering. Inc./Online Plus'" 01996-2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:20 PM Pagel Scale: 0.481" - 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 91 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: NC Job mark Quan Type Span P1-Hl Left OH Right OH Engineering SB62CTR EJ7A 1 5 JCB3 70000 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 3-10-3 TC 1-2-0 7-0-0 B 2x446 3-10-3 W:108 i R: 40 U; 20 2x4 A i E D 2x4 X W:400 W:400 W:108 R: 261 R: 389 R: 197 U: 73 U: 231 U: 44 _ BC 4-10-0 _.Z_2_O - _ 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.460" = 1' Robbins Engineering, Inc./Online P1us- B 40 20 1- 8 1- 0 Hz = 99 Online Plus -- Version 18.0,014 D 197 45G 1- 8 1- 0 RUN DATE: 23-DEC-05 G as Gravity Uplift CSI -Size- ----Lumber---- TC 0.21 2x 4 SP-#2 BC 0.31 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 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 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.21 135 C 0.01 0.20 F -B 0.20 99 T 0.00 0.20 --------Bottom Chords--------- A -E 0.31 0 T 0.00 0.31 E -D 0.22 0 T 0.00 0.22 ------------- Webs ------------- E -F 0.05 297 C WindLd LL Defl 0.01" in A -E L/999 TL Defl -0.02" in A -E L/999 Shear // Grain in A -F 0.20 DL Defl 0.00" at L/999 Hz Disp LL DL TL Jt B 0.00" 0.00" 0.00" 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 Jt React Uplft Size Req'd NOTES AND SYMBOLS SHEET FOR Lbs Lbs In-Sx In-Sx ADDITIONAL SPECIFICATIONS. A 262 73 4- 0 1- 0 HE = 185 NOTES: E 390 232 4- 0 1- 0 Trusses Manufactured by: Robbins Engineering, Inc./Online Plus' 0 1996-2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:21 PM Page 1 East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 297 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: NC Job SB62CTR Mark FEJ7B Quan 6 Type Span sP 70000 P1-H1 6 Left OH Right OH 1- 2- o 0 Engineering ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 2-10-3 TC 1-2-0 7-0-0 B r. .X�•' 6 i 3-10-3 /i W:108 1-0-0D 3x3 / R: 166 1-0-0C 8 ! U: 120 i' % / ' 2x4 / � D C 1- 5yt,9 0 l °. 4x4 6 W:108 R: 264 U: 46 W:400 R: 410 U: 104 Sc 2-4-0 2-0-0 2-8-6 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.476" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-DEC-05 CSI -Size- ----Lumber---- TC 0.31 2x 4 SP-#2 BC 0.79 2x 4 SP-#2 WB 0.06 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 410 105 4- 0 1- 0 Hz = 185 B 166 120 1- 8 1- 0 Hz = 99 C 265 47 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- Robbins Engineering, Inc./Online P1us- A -F 0.17 458 C 0.00 0.17 F -B 0.31 74 T 0.00 0.31 --------Bottom Chords --------- A -E 0.15 394 T 0.04 0.11 E -D 0.79 376 T 0.03 0.76 D -C 0.76 0 T 0.00 0.76 ------------- Webs ------------- E -F 0.05 183 T F -D 0.06 395 C LL Defl -0.13" in E -D L/610 TL Defl -0.20" in E -D L/393 Shear // Grain in E -D 0.34 DL Defl 0.00" at L/999 HE Disp LL DL TL it C 0.03" 0.02" 0.05" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI E LOCK 4.Ox 4.0-0.6 2.4 0.39 D LOCK 5.Ox 4.0 Ctr-1.0 0.55 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 458 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. M 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: NC Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 12l2312005 4:01:22 PM Page 1 Job SB62CTR Mark CJS Quan Type 16 JCA2 Span 50000 P1-H1 Left OH 6 1- 2- 0 Right OH 0 Engineering ENGLE HOMES/SB62CTR/MASTER/#8567 Ho 4-3 Ho 2-10-3 TC 1-2-0 5-0-0 9 ji 2-10-3 y/ y� W:108 R: 153 U; 113 2x4 j A W:400 W:108 R: 300 R: 230 U: 84 U: 7 SC 5-0-0 5-0-0 ALL PLATES ARE LOCK20 Scale: 0.603" = 1' Robbins Engineering, Inc./Online Plus - Hz - 71 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 23-DEC-05----------Top Chords ---------- A -B 0.27 65 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.27 2x 4 SP-#2 A -C 0.43 70 T 0.00 0.43 BC 0.43 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -B 0.19 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 300 84 4- 0 1- 0 Design checked for LL on BC Hz = 132 per BOCA (section 1606.2.3), a 153 113 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 231 7 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus "" ® 1996.2005 Version 18 0 014 Engineering • Portrait 12/23/2005 4:01:23 PM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 65 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M 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: NC Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB62CTR CJ3 1 16 JCA2 30000 6 1- 2- 0 0 ENGLE HOMES/SB62CTR/MASTER/#8567 HO 4-3 HO 1-10-3 TC 1-2-0 3-0-0 6 1-10-3 zx4 A i L1 / JC ,.- W:108 R: 91 U: ��68 . �'; W:400 W:108 R: 262 R: 218 U: 63 U: 5 SC 3-0-0 3-0-0 - ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 42 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 23-DEC-05----------Top Chords ---------- A -B 0.10 38 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 41 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Cases) 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 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Regrd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 64 4- 0 1- 0 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), B 92 68 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 218 5 1-_ 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc/Online PIusTM 0 1996-2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:23 PM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 38 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: NC Job SB62CTR Mark CJl Quan 16 Type Span P1-H1 Left OH Right OH JCA2 10000 6 1- 2- 0 0 Engineering ENGLE HOMES/SB62CTR/MASTER/#8567 Ho 4-3 HO 10-3 TC 1-2-0 1-0-0 6 C 2x4 10-3 A% W:108 R: 48 U: 17 W:400 W:108 R: 235 R: 205 U: 46 U: 4 _. . BC 1-0-0 1-0-0 ALL PLATES ARE LOCK20 Scale. 0.716" = 1' Robbins Engineering, Inc./Online Plus - Hz - 12 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 23-DEC-05----------Top Chords ---------- A -B 0.03 18 T 0.00 0.03 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.03 2x 4 SP-#2 A -C 0.04 12 T 0.00 0.04 BC 0.04 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 SC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl 0,00" in A -C L/999 Shear // Grain in A -C 0.06 DL Defl 0.00" at L/999 Plates for each ply each face, PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 235 46 3- 8 1- 0 Design checked for LL on BC Hz = 23 per BOCA (section 1606.2.3), B 48 17 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 205 4 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus' 01996.2005 Version 18.0.014 Engineering - Portrait 12/23/2005 4:01:24 PM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System, Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 9 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. M 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: NC Job Mark Quan Type Span Pl-H1 Left OH Right OH I Engineering SB 3SHRT H40 1 2 HHIP 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW 2-0-14 HO 2-0-14 HO 3-14 TC 1-2-0 7-0-0 2-10-8 4x4 3x6 C! W:400 HGR R: 669 R: 878 U: 187 U: 245 sc 9-10-8 _ 9-10-8 ALL PLATES ARE LOCK20 Scale: 0.562" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-NOV-05 CSI -Size- TC 0.54 2x 4 SP42 BC 0.68 2x 4 SP42 WB 0.48 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10- 8 BC Cont. 0- 0- 0 9-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.91 BC V 0 10 0.0' 9.9' TC V 50 38 7.01 8.9' TC V -40 -30 8.9' 9.9' BC V 0 13 7.1' 8.91 BC V 0 -10 8.9' 9.91 BC V 280 280 7.1' CL-LB 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 Robbins Engineering., Inc./Online Plus" Jt React Uplft Size Regrd Lbs Lbs In-Sx In-Sx A 669 187 4- 0 1- 0 Hz as 53 D 878 246 3- 8 1- 1 Hz - 96 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.54 1269 C 0.02 0.52 B -C 0.20 1233 C 0.01 0.19 --------Bottom Chords --------- * -E 0.68 1233 T 0.14 0.54 E -D 0.38 68 T 0.00 0.38 ------------- Webs ------------- E -B 0.02 163 C E -C 0.48 1498 T D -C 0.14 895 C WindLd LL Defl -0.06" in A -E L/999 TL Defl -0.13" in A -E L/828 Shear // Grain in B -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 E LOCK 3.Ox 4.0 1.0 Ctr 0.93 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FEC2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1269 Lbs Quality Control Factor 1.00 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 & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 11/222005 3:47:47 PM Page 1 job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering SB 3SHRT H41 1 2 MONO 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 HO 2-9-8 TC, 1-2-0 --9 -0-� - - -10-8 4x4 32x4 2x4 G 2-6-14 3x3 A US w:400 HGR R: 486 R: 397 U: 131 U: 34 BIC _- . - - - ---- 9-10-8 - -- - - --- - - -- -- p ALL PLATES ARE LOCK20 Scale: 0.564" = 1' Robbins Engineering, Inc./Online Plus - Hz - 122 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -G 0.53 761 C 0.00 0.53 CSI -Size- ----Lumber---- G -E 0.28 58 C 0.00 0.28 TC 0.53 2x 4 SP42 E -B 0.04 30 C 0.00 0.04 BC 0.80 2x 4 SP42--------Bottom Chords --------- WB 0.24 2x 4 SP43 A -C 0.80 752 T 0.09 0.71 ------------- Webs ------------- Brace truss as follows: G -C 0.24 729 C O.C. From To E -C 0.03 185 C TC Cont. 0- 0- 0 9-10- 8 C -B 0.02 50 C WindLd BC Cont. 0- 0- 0 9-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC LL Defl -0.21" in A -C L/528 TL Defl -0.34" in A -C L/322 Shear // Grain in A -C 0.31 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI, REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI C LOCK 3.Ox 8.0-0.5 Ctr 0.74 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 487 131 4- 0 1- 0 Trusses Manufactured by: Hz = 66 East Coast Lumber C 397 35 3- 8 1- 0 Analysis Conforms To: Robbins Engineering, Inc./Online Plus"' 019W2005 Version 18.0.014 Engineering - Portrait 11rM2005 3:47:48 PM Pape 1 FBC2004 OH Loading Soffit psf 2.0 Design chocked for LL on BC per BOCA (section 1606.2.3) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 761 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. M 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: JLW Job Mark Q uan Type Span Pl-Hl Left OH Right OH Engineering SB33SHRT M41 7 MONO 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 HO 2-9-8 TC; _ 1-2-0 -- ---------9-10-g - _ _ ---- -.I 2x4 H 2x4 D 2-9-8 3x3 A Lai C � 3x3 s' n' w:400 HGR R: 486 R: 399 U: 131 U: 103 -- _ _ - ----- -- 9-10-8 ALL PLAT88 ARS LOCK20 Scale: 0.565" = 1' Robbins Engineering, Inc./Online Plus' Hz - 133 Online Plus--- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05 ----------Top Chords ---------- A -D 0.52 788 C 0.00 0.52 CSI -Size- ----Lumber---- D -B 0.31 50 C 0.00 0.31 TC 0.52 2x 4 SP42 --------Bottom Chords --------- BC 0.79 2x 4 SP42 A -C 0.79 780 T 0.09 0.70 WB 0.30 2x 4 SP-#3 ------------- Webs ------------- D -C 0.30 809 C Brace truss as follows: C -B 0.03 137 C WindLd 0. C. From To TC Cont. 0- 0- 0 9-10- 8 BC Cont. 0- 0- 0 9-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 Fc-1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC LL Defl -0.21" in A -C L/526 TL Defl -0.34" in A -C L/324 Shear // Grain in A -D 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: Jt React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 487 131 4- 0 1- 0 F8C2004 Hz = 74 OH Loading C 399 104 3- 8 1- 0 Soffit psf 2.0 Robbins Engineering, Inc./Online Plust 01998-2005 Version 18.0.014 Engineering - Portrait I M2=005 3:47:48 PM Pape 1 Design checked for LL on BC per BOCA (section 1606.2.3) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 809 Lbs Quality Control Factor 1.00 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: I -JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job MarkQuan Type Span P1-Hl Left OH Right OH Engineering SB 3SHRT HJ7P 2 MONO 91013 2.121 1- 7-13 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-12 HO 2-0-12 TC 1-7-13 9-10-13 2x4 2.121 3x3 D f� 2-0-12 3x3 f A C 3x3 i ➢P:108 R: 289 U: 143 1P: 511 IP:108 R: 498 R: 397 U: 156 U: 55 8l7 - 9-10-13 _ I ALL PLATES ARa LOCK20 Scale: 0.465" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-NOV-05 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP42 BC 0.96 2x 4 SP42 WB 0.49 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb-1.00 Fc=1.00 Ft-1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 498 156 5-11 1- 0 Hz - 72 B 290 143 1- 8 1- 0 Hz - 100 C 397 55 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-End ----------Top Chords---------- A -D 0.56 1387 C 0.01 0.55 D -B 0.46 57 T 0.00 0.46 --------Bottom Chords --------- A -C 0.96 1394 T 0.25 0.71 ------------- Webs- ------------ D -C 0.49 1422 C C -B 0.01 0 T WindLd LL Defl -0.19" in A -C L/574 TL Defl -0.31" in A -C L/361 Shear // Grain in 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 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) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load : 3.0 psf Max comp. force 1422 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY J.C. WEBER P.E417455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus' 019W2005 Version 18.0.014 Engineering - Portrait 11/22/2005 3:47:49 PM Pagel Job Mark SB33SHRT EJ7P Quan Type Span 1 4 ENDJO 70000 Pl-H1 3 Left OH Right OH 1- 2- 0 0 Engineering ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 HO 2-0-14 TC! _ 1-2.-0 -_ ------........ 7'0.-0. -- -- 3 2-0-14 2x4 A fc W :108 R: 211 U: 77 fi i P7: 400 w:108 R: 373 R: 244 U: 105 BC -__ ----- _ -___ ._.--_------._...__ 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.567" = 1' Robbins Engineering, Inc./Online Plus - Hz = 43 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -B 0.53 29 C 0.00 0.53 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.53 2x 4 SP-#2 A -C 0.63 43 T 0.00 0.63 BC 0.63 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.08" in A -C L/987 TL Defl -0.17" in A -C L/449 Shear // Grain in A -B 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 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 OR Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 373 105 4- 0 1- 0 Design checked for LL on BC Hz = 66 per BOCA (section 1606.2.3) B 211 78 1- 8 1- 0 and IBC/IRC-2003. C 245 0 1- 8 1- 0 Design checked for 10 psf non - Robbins Engineering, Inc./Online Plus- 01998.2005 Version 18.0.014 Engineering • Portrait 11222006 3:47:49 PM Page 1 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. farce 29 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 SUN14MY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span Pl-H1 Left OH Right OR Engineering SBPSHRT CJSP 4 ENDJO 50000 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW 80 3-14 BO 1-6-14 TC 1-2-0 ---- -- .. 5-0-0 --- 3! 1-6-14 2x4 A W:108 A: 48 bs" R: � 54 t W:400 N:106 R: 295 A: 232 U: as 8C: g-0-0 5-0-0 ALL FLAT19S AR6 LOCK20 Scaler 0.572" = 1' Robbins Engineering, Inc./Online Plus - Hz - 31 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -B 0.25 20 C 0.00 0.25 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.25 2x 4 SP42 A -C 0.38 30 T 0.00 0.38 BC 0.38 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft-1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -C 0.18 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: PSC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 296 89 4- 0 1- 0 Design checked for LL on BC Hz = 47 per BOCA (section 1606.2.3) B 149 54 1- 8 1- 0 and IBC/IRC-2003. C 232 0 1- 8 1- 0 Design checked for 10 psf non - Robbins Engineering, Inc./Online PlusT 0 1OW2005 Version 18.0.014 Engineering • Portrait 11/22/2005 3:47:50 PM Pagel concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 20 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M 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: JLW Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering SB33SHRT CJ3P 4 ENDJO 30000 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW 80 3-14 Bo 1-0-14 TC'_ 1-2-0 ----- 170=0. 3; > 1-0-14 2x4 A 11� i We R:I ,86 U:; '31 N:400 W:108 R: 257 R: 219 U: 72 U: 1 BC, 3-0-0- - ALL PLAT88 ARS LOCK20 Scale; 0.761" = 1' Robbins Engineering, Inc./Online Plus' Hz - 18 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -B 0.14 11 C 0.00 0.14 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.14 2x 4 SP42 A -C 0.17 17 T 0.00 0.17 BC 0.17 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 -0.01" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.18 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 2.00 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lba Lbs In-Sx In-Sx Soffit psf 2.0 A 258 72 4- 0 1- 0 Design checked for LL on BC Hz - 27 per BOCA (section 1606.2.3) B 87 31 1- 8 1- 0 and IBC/IRC-2003. C 220 2 1- 8 1- 0 Design checked for 10 pof non- _ .- .. -. .........___— ......... ­.--- - e....-" .. non ­. ou 0--- 4 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: ' 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 pef Max comp. force 11 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: JLW Job SB_q3SHRT Ma=k CJIP Quan Type 4 ENDJO Spa,; 10015 P1-H1 3 Left OH Right OH 1- 2- 0 0 Engineering ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW 30 3-14 80 7-2 TC 3• 2x4 A 7-2 ai W6108 R: l44 U : 41 W:400 W:100 R: 203 R: 170 U: 55 U: 7 SC. ALL PLAWMS ARa L0CR20 Scale: 1.051" = 1' Robbins Engineering, Inc./Online Plus' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014--------Bottom Chords--------- 'RUNDATE: 22-NOV-05 CSI -Size- TC 0.00 2x 4 SP42 BC 0.00 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0-15 BC Cont. 0- 0- 0 1- 0-15 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc-1.10 Ft-1.10 BC Fb-1.10 Fc-1.10 Ft-1.10 Plus 5 Wind Load Cases) Plus 1 UBC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 203 56 3- 8 1- 0 B 145 41G 1- 8 1- 0 C 171 8 1- 8 1- 0 G - Gravity Uplift LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -A 0.00 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size % 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 pet 2.0 Excessive Left OR condition. Max allowable length is 0- 1- 0. Support end or provide level return. Design checked for LL on BC per BOCA (section 1606.2.3) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Fund Loads - ANSI / ASCE 7-02 Truss is designed as a Main Fund -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 41 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S 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: JLW I QV 9 co i J OESdd110M OAfE K REV PER EN 10099 01 09 98 REV PER EN11060OS 29 02 REV PER EN 11205 1/ 12 02 .108 STK �.070 STK O O 2-tt/16 0 0 �, I- .. 1- 2-13/32 P/N 409808-0001. TOP FIXTURE 2-11/32 .091 MIN I' 0 0 3-9/16 O O o 0 0 t� 2-7/16 P/N 405771-XXXX. BOTTOM FIXTURE 1-11/32 .070 MIN 2-9/32 � 27/32 � 1-3/32 —00000 0 3-3/76 2-1/4 7/16 090 MIN I � P/N 407603-0001. CENTER HINGE /N 405742-0001 BRACKET, ROLLER SHAFT 2-1/4 1,8 1-7/8 5/8 .030 THK LENGTH = DOOR WIDTH - 1" 4 5/8 2-1/16 THROW P/N 400650-0001, ROLLED HS-1 STRUT /N 409334-0001 SLIDE LOCK ASSY -ORMQ coTY B(Amffirs DIV. 1-3/4 � 4-3/8 �1 O 0 0 2-3/8 EO:=] 2-1/2 O—� I— .108 MIN P/N 405964 & 046450, BRACKET, SCAB PART NUMBER "L" 405964-0001 3-1/4' 016450-0003 4" 3 � � LENGHT= DOOR WIDTH —•--� 15-1/8 - 7/16 01a 2 1- -T 1 -13/16 DIA 065 REF P/N 607935-0005 STRUCTURAL TUBING RECTANGULAR. :0.65 -THK. 7/16 �- P/N 061166-0002, RC'LLER ASSY END STILE WITH CLOSED END CAP P/N 408794-0001.2.0 SCREW P/N 605911-0001 SECTION "B-B" CENTER STILE P /N 408580-0004.5,6 TUBE STRUT 607935-0005 AND STRAP 405831-0003 EACH CENTER STILE END STILE WITH CLOSED END CAP P/N 408794-0001.2.3 SCREW P/N 605911-0001 SECTION "G-G" 1-3/4 2-9/32 070 MIN D 000 II 3-3/16 Q -4-- o 0 .108 MIN P/N 405964-0002 BRACKET, SCAB JOINT 3.00 +-� � � 3/4 Ij o 2.00 ° I o P/N 405831-0003 STRUT STRAP 7-9/16 REF CENTEP, STILE � 7/1 6 P/N 408680-0004.5.6 ` 7/1�EF 1-13/16 DIA REF P/N 061166-0001 ROLLER ASSY. TR-3 I STEEL HS-1 STRUT. P/N 400650--0001 P/N 407605-XXXX. END. HINGE PART NUMBER H' 407605-0002 .85 407605-0003 1.10 407605-DO04 1.35 407605-0005 1.60 SERIES SELECTION GUIDE SERIES INSULATION 1�i►NEi GAGE 184 YES* STD 1 .023:;" 185 FLUSH =I 186 YES* FLUS >- �021 <` 188 189 281 -• i 284 _ 285 381 384 _Fib 0113. UNUM OOmI1115E FF1» AD Aw ... DwvN a NR N NO"MIOLDUNRS a .aN s 0,,ORNNI �'A n. D,Em D"ANNO AM/Olt 1ECNNOYI H 0fliATCH ON MS sa TKO: o"OPOOY OF O+DOfM DOOR CO"VO"A1ON M OS RIBSONRY KD 6 LONOD N CONIOON:E i0" EM� mwatm me NONLY . ro w NOT BE fVW MDm OR VSED 10 WIWACONM d.«y:..t i.mrgr ® a,: G.J. MOORS • . 1 1 / 18% oA D • y uaENn.. N/A ADA JOHNSON 11 J22J,, nNCwia NONE 0� YF 141PE EACH APPIIOVED BY: S.BOUCHER 1 1 /23j ANOWK OSCLOSED #0tM WnW= 7W DOVIMS NE1tl6sm a, aimew DDD" cO" m7ON w"m NAY .Xv'm SHM AT NOV n6 m- • m+ 'O1 ""'N .OAD. f8O/281/: 25/31.5 PSF, 16'-0" MAX D-408832 /8 1 sw 2 o 1. DESa;1.4 ARID 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 T 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. APPROVED PRESSURE RATING CHART DOOR WIDTH 12' 1 10' 9' 8' DESIGN PRESSURE 44.4 1 60.0 60.0 1 60.0 TEST PRESSURE 66.7 90.0 90.0 1 90.0 JAMB LOAD LBS FT 267 300 270 240 NUM. OF EXTRA BRKTS PER SIDE 7' BRKT LOCATIONS 12" - - 8' BRKT LOCATIONS 12" - - 8. WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE 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 REOUIRE COMMERCIAL TRACK. REFER TO DRAWING 0-408352. OHD GENIE EOUIVALENCY 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 GOS200 25 GO. SERIES 381 SERIES GDS550 25 GO. 3 1 /8n t\ I T- T- OPENING HEIGHT (VARIES) SHAFT r4 (VARIES) I OPENING HEIGHT MINUS 11" 2" X 6" WOOD JAMB 2" X 4" WOOD JAMB "D" OR EOUIVALENT HORIZONTAL TRACK & COUNTERBALANCE 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS 405964-0002 405964-0002 a7 54 1/2 046450-0003 1 36 20 1/2 405964-0001-/ '\-405964-0001 STANDARD TRACK DETAIL FOR 16' SCALE: 1/16­ = 1" END HINGE 000 0 0 ROLLER SHAFT BRACKET 405742-0001 (2 REO'D) 407605-0004 -\'G" TYP 2 PLCS \ 061166-0001 TYP 2 PLCS 407605-0003 TYP 2 PLCS 061166-0001 TYP 2 PLCS 607935-0005 & 405831-0003 TYP 4 PLACES 407605-0002--�, TYP 2 PLCS 061166-0001 TYP 2 PLCS -y � .968 J. VIEW "D-D" 2" TRACK 068 THK (VERTICAL) n 405771-0001 061166-0002 DETAIL "F" SCALE: 1/4 HEAOPLATE TRACK DOOR WIDTH CENTER STILE END STILE ROLLER S� BRACK16' STRUTS/SECT. ROLLER VERTICAL RACK GAGE(#JAEBB LOADIT) HARDWARE 3 SINGLE YES 2 X St 7065 X 7/16" .068" 200 STD. NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOAD PRESSURE. 7 PANEL SECTION TER Elba" WEATHERSEAL SECTION "C-C" _ SCALE: 1/2 -SPRING ANCHOR SHAFT / BRACKET /"<8I / 400HS 165D-000 t 16'-0" MAX. WIDTH INTERIOR ELEVATION SCALE: 1/16'=1" ME dWNG AND/OR TEC"W-OL RA70RRIATTON ON MS "ELI IS ME PROPERTY OF ON:ISEAD 0009 GORPORATON OR T ST85OUMT' AND 6 LOANED P CMWDPKE FOR Ewmam AIG AND MIRUAL AswARKE PURPOSES ONLY. ANO WAY NOT OE KPINOUCCD OR USED TO WANUEACRIRE AHYINSIG 06Cl.OSED HEREON MTNOUT THE 0"ESS PERNm90N of OVEMNEAO DOOR coma ATIDN WRRCN NAT RECALL TARS SNEET AT ANY TUC. BOTTOM FIXTURE LEM DESWPTTRORR are APPn[ C REV PER EN 10099 21 09 98 A D REV PER EN 1-1060 OS 29 02 M1 E REV PER EN 11205 1 11 12 02 DM WILDING DIVISION HS STRUT 1-29-0 5,v4�aysiv 1..�- . CENTER STILE P/N 408680-0004,5,6 22 (3 PLCS) 407603-0001 (9 PLCS) 409808-0001 TYP 2 PLCS 061166-0002 TYP 2 PLCS „AN „F„ 18 SEE NOTE 4 TOP FIXTURE END HINGE TUBE STRUT AND STRAP �--- 1 7/8 THK. SECTION "A -A" SCALE: 1/4 (7'-0" SHOWN) 8 -0" 11 MAX. HEIGHT 15 409334-0001 t 12 „CN - T - - 405771-0002 v '> 061166-0002 UNLESS °°'E7M"sE s°EcsiE'° SUS "'�'E DATE>(iA:D, i80/281 /381 RATNAMRp,AA NS. 4 TafMRNCss M TEM ORAMN (N: DEvRra NRRE AARaEs w«d;../:WA. m G.J.MOORE 11/18/9d - .s `'23/37.5 PSF, 16'-0" MAX m .ao a �,q MATERIAL N/A A�DAm JOHNSON 12/01 /94NUMBER ®- 40883 Z aanpawaA-An A'M APP{JED fR1$N: uNrt or uF/SINE. APPaO14D BT': `® NONE EACH S.BOUCHER 12/01 /94 �, 3/g 9cEr 1 w i D NOTES 108 STK � --t-,070 STK 2-11/16 0 0 F- 2- 13/32 409808-000 i , TOP FIXTURE 2 9/32-�---{ 000 3 3/16 o 0 oho �—.070 MIN 7/16 1 0 407603-0001, CENTER HINGE 2 9/32 _H. .070 MIN ((}} 00 0 0 3 3/16 o O O 407605—XXXX, END, HINGE PART NUMBER 407605-0002 .85 407605-0003 1.10 -407605-0004 ...1Z5 407605-0005 1.60 2 t t/32 -}--� .091 MIN -�-- 0 3 9/16" I° o 0 o 0 r--- 1 2 7/16" O405771 —XXXX BOT. FIXTURE 1 11/32 27/32 1" 0 -- 0 .090 MIN 2.25 1/s F 5/8 MIN. THK. FLENGTH = DOOR WIDTH (3 400650—XXXX, ROLLED HS STRUT ROLLED HS STRUT CHART PART NUMBER MIN. THK. I STRUT 400650-0002 .052 1 HS-2 o- o o 2 1/16" O THROW °—�0 4 5/8" o 1 oao L 3-�I 409334-0001, SLIDE LOCK ASSY (OPTS --{ 1- 1 3/32 ---}-1 3/4" 4 3/8" -1 1 t 3/4- 0 o °+ o 0 o z 1 /z" O ° � 2 3/& El O IL 2 1/4 .108 MIN 01 .108 MIN - - O 405742-0001 , BRACKET, ROLLER SHAFT 7/16" OW -� 1 13/16" DIA I- ,D 0.61.166-0002, ROLLER ASSY, TR-3 7 9/t6 REF 7/i64 T Efl1 13/ 16 DIA 1 REf 7/16 DIA. -� REF. 061166-0001 , ROLLER ASSY TR-3 O' 405964 & 046450, BRACKET, SCAB PART. NUMBER L" 405964-0001 046450-0003 4" END STILE P/N 409518-0004,5,61 SCREW P/N 605897-0001 O 405964-0002, BRACKET, SCAB JOINT ORANGE COUNtY BU1LDiNG DfY. 408887-0002 CENTERED BETWEEN END STILE AND CENTER STILE SECTION "B—B" M CN WMp AMO/M TWOWa NWOM" QN ON NN5 sNm TS " AIOOEw UE mlmwA DM conpo AT CN NS SU6DUNT A 6 ".wo . c.-u MCE T AMD N MOT K NEDN00mm O usm TO MAMIRA m AMMWG C=LO EA MaEM Uff~ THE EIVNES5 PENY6SOM or O/FNfAO oom cosroNAm" wwc� w� MAL TNa SHEET a AMf T/{. TILE 580-0004,5,6 STRUT O