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322 Kays Landing Dr 07-689 SFRPERMIT CONTRACTOR PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # d I ^ %e? 9 DATE I (2-/';L , j o e° PERMIT DESCRIPTIONS S I F PERMIT VALUATION / of d, (f a` SQUARE FOOTAGE 3L/r)f) City of Sanford Certificate of Occupancy ISSUED April 19, 2007 PARCEL NUMBER 34.14 30 520, 0000-0890 PROPERTY ADDRESS, J �323 K�a�ys, La'n'ding Dr PROPER _ZpQl`NIN,Gi PDTP, OWNER 9 Worn 11315 Corp�orate Blvd#2�50 t, 1 l'nrla�rd , Fli117 CONTRA TXDF DESCRMTION0OF*W0RK New Sipgle,Fam"iily Detached '. C0NSTRU 9 � IW'N,' PE : OCCUPANCYUSEGROUP a.�;.F3 h OCCUPANT SPECIAL CONDV O K !ONS, : :None y' r In accordance \ with:;thls.'` RCertifcate,', ogf Occupancy*' -all inspections for compliance with Florida�BuildingCode„2004for 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. Approved � ,tee Yyv Building official BP210U01 CITY OF,SANFORD 4/19/07 Application Miscellaneous Information Maintenance 14:11:19 Application number . . . . 07 00000689 Parcel Number . . . . . . 34.19.30.520-0000-0890 Address . . . . . . . . . 323 KAYS LANDING Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information _ HISB 12/21/06 Y 2 story/3 bath HISB 12/21/06 Y noc on file exp 10/05/07 _ HISB 4/04/07 Y final f/s on file _ HISB 4/12/07 Y co sign Off: HISB 4/12/07 Y P&Z: MR 04.11.07 HISB 4/12/07 Y PW: MW 04.18.07 HISB 4/12/07 Y Util: PM 04.16.07 Bottom F3=Exit F6=Add F12=Cancel 3,23 0 -68O7 CCL CCL/IBI CONSULTAN AUTHORIZATION S, INC. CCL IBI #L85610 ENGINEERS SURVEYORS 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL POMPANO BEACH ORLANDO TAMPA PLANNERS 33064 (954) 974-2200 IBI A DOHS/ON OF 7N£ /81 CRaUP WWW.CCL -POMPANO. COM JUPITER WWW.CCL-ORLANDO.COM A DIKS16W aF TN£ I& CRIOuP ENGLEKAY'S LANDING PHASE 2 NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF 7H£ COMMUNITY NUMBER PANEL NUMBER 120294 12117CO040E NORTHEAST 114 OF SECAON J4, TOWNSHIP 19 MAP REVISION 0511711995 SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLOR/L FLOOD ZONE X BEING S 00-1440' £, AN ASSUMED MERIDIAN. ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLAT77NG SURVEYOR. L E G E N D R= RADIUS L= ARC DISTANCE e= CENTRAL ANGLE A/C CENTERLINE CONDITIONER SLAB U.E. = DRAINAGE EASEMENT L.M.E. LAKE MAINTENANCE EASEMENT U.E. = UTILITY EASEMENT F.F. FINISH FLOOR FHYD. = FIRE HYDRANT W.M. = WATER METER W.V. = WATER VALVE LEGAL DESCRIPTION.• O INDICATES RIP IRON ROD SET WITH NUMBER L.B. 5610 C IP (IRCL UNLESS OTHERWISE NOTED L.B. = LICENSED 6USIESS N&D = SET NAIL AND DISC L.B. 5610 PC = POINT OF CURVATURE PCC = POINT OF COMPOUND CURVATURE PI = POINT OF INTERSECTION PRC = POINT OF REVERSE CURVATURE CAN, m CABLE TV L.P. = LIGHT POLE ELEC. ELECTRIC SERVICE PT = POINT OF TANGENCY ® = EXISTING ELEVATION SCALE: l' = 30' LOCATION SKETCH (NOT TO SCALE) N 89*51925" E 60.00' I O O I I I IA IA I- 20' B.S. I f 1 O z O Ld I I to i .0 I 15. 6.6E 40.0 J6.6B - � to u I• C M p .0 10.0' In h FOUNDA LION M N DO 6.64 N O 6.6E 10.0' .0 W O Q. .125' n 130' .; 6.4' o n "� 20.7' \ri 15. r Ui Z B.S. -� to I DO I Q IN 1 O ca I O !0 U.E. P.C. _ 589'S1'25' W - -I- - 89.51 25 W 60.00 140.29' -u- N h N B 5610 KAYS LANDING DRIVE B 5610 £L. 34.46' £L. 34JJ �— — — 6 — — (50' RIGHT-OF-WAY) Lot 89, Kays Landing, Phase 2, according to the Plat thereof, as recorded in Plat Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. Q0 NOTES. 1. UNLESS IT BEARS 7HE SIGNATURE AND THE ORIGINAL RAISED J. PLAT AND RECORDED DIMENSIONS ARE THE SAME Q0 SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS OTHERWISE N07ED. DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMA77ONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY �- PURPOSES ONLY AND IS NOT VALID. ADD/17ONS OR DELE77ON5 CCL CONSULTANTS INC. FOR EASEMENTS AND OR RIGHTS - PARTY SURVEY MAPS OR REPORTS BY 07HER THAN 7HE SIGNING CCL WAY U TANTS. I PARTY T F THE S IS PROHIBITED R7HOUT WRITTEN OF-5. LOCA770NS ARE L!AI/TF.D TO ''49BLE IMPROVEMENTS ONLY. U CONSENT OF THE SIGNING PARTY OR PARTIES. 2. 77ES ARE TO THE ABOVE GROUND FOUNDAT7ON OF BUILDING. 6. THIS .SJRVT Y DOE'S NOT REFLE.^• T OR DETERMINE OWNERSHIP. Uj 7 7HIS SUiiWY EXI EEDS THE MINIMUM CLOSURE ACCURACY z C) FOR A SUBURBAN SURVEY AS REOU/RED /N 61G17-6.003 D_ Z REVISIONS: DATE: BY: OF FLORIDA MIN/MUM 7fCHN/CA STANDARDS PLOT PLAN 9/18/06 JAM FOUNDATION 1/15/07 JAM RONAL.91W. HERR P.L.S. PROFESSIONAL SURVEYOR and MAPPER #4907 STATE OF FLORIDA DATE I F SUR1/EY.•DRAWN JAM CHECKED FIELD 12/07 I BY DSB BOOK 704/67 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency I Expires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. O' (p $ S 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. I Company NAIC Number I 323 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 89, 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. 28.47'43.75"N Long. 81 18'26.18' 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 -71 CITY OF SANFORD 120294 1 SEMINOLE I FL B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 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 139: ® 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) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 36.70 ® feet ❑ meters (Puerto Rico only) 47.40 ® feet ❑ meters (Puerto Rico only) N/A. ® feet ❑ meters (Puerto Rico only) 30.95 ® feet ❑ meters (Puerto Rico only) 36.07 ® feet ❑ meters (Puerto Rico only) 35.6 ® feet ❑ meters (Puerto Rico only) 35.9 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. - -� I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name RONALD W. HERR, P.L.S. License Number LS4907 I j i ' Title Manager of Survey -Central Florida Region Company Name IBI Group, Inc. j 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 323 KAYS LANDING DRIVE City Sanford State FL ZIP Code 32771 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 Date 4-03-07 Number Check here if attachments t$SC`fION E - BUICDINgfgLEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum G9. BFE or (in 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. In Building Photographs Continuation Page For Insurance Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 323 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 1 CompanyNAIC 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." yr' u- • JL 6 q - e49 November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: CCL IBI Re: Lot 89 - 323 Kays Landing, Sanford, FL 32771 The finished floor elevation of the structure located at 323 Kays Landing, Sanford, FL 32771, Lot 89, Kays Landing Phase 1 meets or exceeds the requirements set forth in the City of Sanford Code Chapter 6, sec. 6-7(a). Sincerely, CCL / IBI Consultants, Inc a division of IBllotJ� David-N1-.EVr-u-no, P.S.M. Manager of Survey - Central Florida Region DMB / sd 2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660-9070 CCL/IBI Consultants. Inc. is a Division or IBI Group J '7 89 IBI GR 0 UP, Inc. IBI ENGINEERS AUTHORIZATION #LB5610 SURVEYORS LANDSCAPE ARCHITECTS PLANNERS ENVIRONMENTAL CONSULTANTS IBI GROUP 2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C POMPANO BEACH, FLORIDA, 33064 MAITLAND. FLORIDA, 32751 GROUP (954) 974-2200 (407) 660-2120 ENGL E KAY' S LANDING PHASE 2 NA77ONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 120294 BEARING BASED ON THE WEST LIVE OF THE PANEL NUMBER 12117CO040E NORTHEAST 114 OF SEC77ON J4. TOWNSHIP 19 SOUTH, RANCE Jo EAST, S£M/NOLE COUNTY FLORIL MAP REVISION 05/17/1995 FZ000 BEING S 0074 40' f, AN ASSUMED MERIDIAN. ZONE X ELEVAAONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLATTING SURVEYOR. L B G E N D R- RADIUS 0 L- ARC DISTANCE e- CENTRAL ANGLE A/C -AIR ONDITIONER SLAB P S.E. - DRAINAGE EASEMENT P L.M.E. LAKE MAINTENANCE EASEMENT P U.E.� UTILITY EASEMENT P, F.F. FINISH FLOOR C, FHYD_m FIRE HYDRANT L. W.M. - WATER METER El W.V. WATER VALVE P LIULNJGU UUSINESS )_= SET NAIL AND DISC L.B. 5610 =POINT PO13FCOMPOUND CU OINTCURVATURI = POINT OF INTERSECTION = POINT OF REVERSE CURVATURE 'V� - CABLE TV C. DIELECTRIC SERVICE e POINTY OF TANGENCY Q�Q = EXISTING ELEVATION TRACT "D" rc SCALE: I' a 30' LOCATION SKETCH (NOT TO SCALE) �N% _ _ _ _ _ N 89*51925" E 60.00' 32.3 I 1 31.3 j O O r �-t _ IA ' 20B.S. s. I� I� IU O O L♦7 I In 35.2 5.0 OC loved I �- Concrete 15J 40.0 --1 u. I LOT 88 35.2 35.0 LOT 89 -11.0 LOT 90 b TKO STORY RESIDENCE I a 0' h F.F. EL.T2J6.70' CAR. EL. J6.05' ti 34.8 3 coKacv nvmr 10.0' .0 W 20.2' tc 15. ' 01B.S. M Do �� I I O O 00 u= 134.84 O O 0_ I N34.51 S P.C. S8_9'51'25' W - - - 3' mxmvX 60.00 140.29 N „ ';W16, Aq*m r PA mDovr KAYS LANDING DRIVE N L.B. WI0 - — — -6— — —e .IJ tt J4Z — - (50' RIGHT-OF-WAY LEGAL DESCR/PT/ON.• Lot 89 , Kays Landing, Phase 2, according to the Plot thereof, as recorded in Plat Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. NOTES• 1. UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS .z PLAT AND RECORDED DIMENSIONS ARE THE SAME DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMARONAL AS MEASURED UNLESS OTHERWISE NOTED. PURPOSES ONLY AND IS NOT VALID. ADDI77ONS OR DELE77ONS 4. LANDS SHOWN HEREON WERE NOT ABSTRAC7ED BY TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING I S/ IS/ CROUP, INC. FOR EASEMENTS AND OR RIGHTS - PARTY PARTIES IS WITHOUT WRITTEN WAY OF RECORD. T NG PARTY CONSENT OF THE SIGN/NC PARTY OR PARTIES. 5. LOCAIInNS ARE L/MITFD TO WSIBLf IMPROVEMENTS ONLY. U 2. 17ES ARE TO THE ABOVE GROUND FOUNDATION OF BUILDING. 6. THIS SURVEY DOES N07 REFLECT OR DETERMINE OWNERSHIP. � 7. THIS SURVEY EXCEEDS THE M/NIMIJM CLOSURE ACCURACY C) REVISIONS: DATE: BY: FGR A SUBURBAN SURVEY AS' RECUIRED /N 61G17-6.003 6rR/DA' M/N/MUM ylN/CA( STANDARDS. a Z PLOT PLAN 9/18/06 JAM } FOUNDATION 1/15/07 JAM FINAL 3/30/07 JAM 19flALU W. ht!14 P.L.S. PROFESSIONAL SURVEYOR and MAPPER #4907 STATE OF FLORIDA SATE OF SURVEY; DRAWN T CHECKED FIELD3/23/07 1by: -JAM BY RWH BOOK 700�38 Permit # : " � r� fob Address: .3 Description of Work: •�dL� Ristoric District: S 36q As o CITY OF SANFORD PERMIT APPLICATION /oz -i � 10 Date: O 7� / 'S - /i Total Square Footage '900 Zoning: Value of Work: $ Permit Type: Building Electrical Mechanical t/ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Wechanicai: Residential / Non -Residential _ Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets _ Occupancy Type: Residential / Commercial Construction Type: # of Stories: Owners Name & Address: 4�)9/1 r�J Addition/Alteration Change of Service 'temporary Pole Replacement New (Duct Layout & Energy &Ic. Required) It of Water &:. Sewer Lines # of Gas lines Plumbing Repair — Residential or Commercial Industrial # of Dwelling Units: Flood Gone: (FEMA form required ) Phone. contractor Name & Addre Deli Slate License Number:PA 0 USSO �+� 'hone & Fa:: Contact Person: C? 101c`lGy Phone: 3onding Company: kddress: 1[iortgagc Lender: \ddress: krehitect/Engineer: Phone. \ddress: _ _ Far:: 1pplication 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 ssuancc 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 �emtit must be segued for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and UR CONDITIONERS, etc. )WNER'S AFFIDAVIT: t certify that all ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating onstruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING 'WICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN tTTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. IOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that m ou a public records of fis county, and there may be additional permits required from other governmental entities such as water managemen icts, age 'es, or federal agencies. Lcceptance of permit is verification that I will notify the owner of the property of the requirements of F' a Licn L 3. Signature ofOwne/Agent Date ignaturc of Contractor/Agent Date ROI3ERT G. DELLO WSW Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID PPROVALS: ZONING: U•1'll_: xcial Conditions: ev 03/2006 Prigt Comgent's e �I 'a Signature of Notary -State of Florida Dale MIRINDA C. TURNER MY COMMISSION # DD 212893 s. EXPIRES: June 14, 2007 d' Contractor/Agent is _Personally Know oBordod Thru Notary Pubtb UndenOtors'�{'h`` Produced M I FD: ENG: BLDG: CITY OF SANFORD PERMIT APPLICATION Permit # :U Job Address: Description of Work: Historic District: Zoning: n Date: I 1 tQ— �) 7 Value of Work: S Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Act Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: _ Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: P lu ay Phone: 3a7V X�3 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating -- construction and zoning. ,WARNING TO OWNER: YOUR FAILURE TO RECORD.A NOTICE OF COMMENCEMENT MAY RESULT -IN YOUR -PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date., :Owner/Agent is ' ' 'Personally Known to Me or —Produced ID - APPLICATION APPROVED BY: Bldg: Zoning: (Initial & Date) Law, FS 713. 'JIaJa7 \cent Date Signature of Notary -State of Contractor/Agent is PeProduced ID 4. Utilities: (Initial & Date) I J 8J0 WI-py o * Public 8tate of Florida +° Pamela S Tenius y-y�, My Commission DD437139 EzDlres 08/0712009 u (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION ' Permit #: ©—)— k" ci Date: Job Address:of Description of Work: Historic District: Zoning: Value of Work: S J— 2 60 . J> Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alterntion Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines ' Plumbing/New Residential: # of Water Closets .- Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction' Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: (Attach Proof of Ownership & Legal Description) i Owners Name & Address: Phone:_ - Contractor Nat*(N0qC P 0 801C 1117 State License Number: C �� Os7881 SANFORO, FLORIDA:3?-772 111 Phone & Fa:: (407) 323.7515 Contact Person�yANTAGr PLUMBING INC Bonding Company: Address: Ot. Mortgage Lender: Address Architect/Engineer: Phone: Address: Fax: _ : P -0.8M. 11'1.7 %AJ4F0RD, FLORIDA 32772 1117 (ady)'323-7515 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that -all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws mw •1:+2ng construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR ?A',, R- 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 reQu' reof as Lien Law, FS 713. i 1 e7 i Signature of Owner/Agent Date Sigtractor/Agent Da M Print Owner/Agent's Name Print Contractor/Agent's Name ' Signature of Notary -State of Florida Date 9F#UN AflVu to of Florida bi69 WQ 'ON ' WWO J Notary Public, State of Florida 900Z , I 'qe3 'dxo 'WWoo AW My comm. exp. Feb. 1, 2008 ep!Io!j to alelS o!Iqnd AIeloN Owner/Agent is _ Personally Known to Me or COMffI:aNWAJ9nR Personally Known to Mel VH 'A dHAVIN Produced ID _ Produced I APPLICATION APPROVED BY: Bldg: Special Conditions: (Initial & Date) Zoning: Utilities: (initial & Date) FD: (Initial & Date) (Initial & Date) STATEMENT NUMBER 106-75149 BUILDING PERMIT NUMBER UNIT ADDRESS: .3a_3 , TRAFFIC ONE: SEC: 3 TWP SUBDIVISION: no COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD DATE: to /// /v ee -(OS(CITY) COUNTY NUMBER: RISDICTION:'06 CITY OF SANFORD RNG: 3�:) PARCEL: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NAME: ADDRESS: TRACT: /,/BLOCK : LOT: Fg LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 S 705.00 ROADS -COLLECTORS NORTH 0 dwl unit S 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,143.00 STATEMENT Vcd RECEIVED BY: l-0-6rE-K SIGNATURE: (PLEASE PRINT NAME) DATE: // )OL NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** F17 POWER OF ATTORNEY Date : 1,6 A /64 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 89, Block Subdivision: Kay's Landing Phase 2 Address of Job: 323 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 Tvne or Print name of Certified Contractor Si nature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this l`' day of 2 odl , 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 op Identification Z. Signature of &erary Public, State of Florida Kimberly Kaminer Print or Type Name of Notary Public (Seal) Y p `t Kimberly Kam iner ^► *Commission # DD425691 Expires May 4, 2009 Cr aWdW Troy Fah .Iroumxq I- Moms-IM9 RECrI' --7 CITY OF SANFORD PERMIT APPLICATION Permit #: 0 -. `; 1 v Date: O C T 11 2006 I /1 /04 Job Address: Description of Work: F.rpri- rnnrrPta R1 nrIc SFR Total Square ootage 7 Historic District: No Zoning: Value of Work: $/o2O� Permit Type: Building X Electrical X Mechanical X Plumbing X_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential X Commercial Industrial Construction Type:.S`/e— # of Stories: 07-- # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name& Address: TOUsa Homes dba Engle Homes, Orlando, Inc. 11315 Corporate Blvd., #250 , Orlando 32 R 1 7 Phone: _(4ni) 249-'i5no Contractor Name & Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone&Fax: 407-249-3500/407-313-21C4or�t�MrU Valerie/Ke Phone: 407-249-3500 Bonding Company: N/A Address: Mortgage Lender: Address: Architect/Engineer: Residential Design Services Phone: 4n7-246-1 ORn Address: 3301Bartlett Blvd. Orlando 32811 Fax: 407-2460-0094 Application is hereby trade to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accuram 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 1 will notify the owner of the property of the requir me ts of orida en L FS 713. Signature of Owner/Agent Date Si azure of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ _ Produced ID Personally Known to Me or APPROVALS: ZONING: �`' UTIL: Special Conditions: Rev 03/2006 FD: Wiliam Colby Franks Print ontractor/Agent's Name � io�ii low Signature of Notary -State of Florida Date Contractor/Agent is __X_ Personally Known to Me or Produced ID 1j11 ENG: BLDG: 3 .3 t s : S" C)p,^ �01 A, 60 /- I IIfIi Ii Ii1111111111111111111111111111111111111111I Il 11I 11111 Permit Number Parcel Identification Number Prepared by: Valerie Furrer / Kekalani Vazquez Return to: Engle Homes Orlando CP11315 Corporate Blvd ste 250 Orlando,Fl 32817 NOTICE OF COMMENCEMENT State of FLORIDA County of SEMINOLE MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06435 Pg 06851 (lpg) CLERK'S # 2006159930 RECORDED 10/05/2006 @3147:44 PM RECORDING FEES 10.00 RECORDED BY H Bailey Ct ' D COP1' Nb' -,RYP N-1-- hoRCZE C : :: CF;ICCUT ; ,R SEMINOLE INT' FLO', DA BY Wiply j The undersigned hereby gives notice that Improvement(s) will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 2. 3 4. A 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 # 89 - 323 Kays Landing Drive Seminole County General description of Improvement(s) Single Family Residence Owner Information Name Engle Homes/Orlando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd. #250 Fax Number 407-281-7766 Orlando, FI 32817 Interest In Property: Fee Simple Fee Simple Title Holder (if other than owner shown above) Name Telephone Number Address Fax Number Contractor Engle Homes/Orrando Inc. Name 11315 Corporate Blvd #250 Address Orlando,Fl 32817 6. Surety (if any) Name Address 7. Lender (If any) Name N/A Address N a Telephone Number 407-281-4480 Fax Number 407-281-7766 Telephone Number Fax Number Amount of bond $ N/A Telephone Number Fax Number Persons within the State of Florida designated by Owner upon whore notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/Olrando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd #250 Fax Number 407-281-7766 Orlando,Fl 32817 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): /� �� IDS• Date Signed Si ature of Owner Note: per §713.13(1)(g), "owner must sign .,.and no one else may be permitted to sign In his or her stead." Sworn to and subscribed before me this 5--�-Lday of "16' , 20 66• by WILLIAM COLBY FRANKS who is X personally known to me OR produced as identification. -IVCe- o�� . .IZx44� Signature of Notary (notarial seal to appear below) Valerie F urrer MYCOMMISSIONrc DD20591205915 EXPIRES May 25, 2007 'F 9;,,,, .• aCi+DS IHRU TROY FAIN I,NSURANQ INC Form Revised: 12100 for 19_ to 20_ Seminole County Property Appraiser Get Information by Parcel Number Page 1 of DAYID JOHNSON. CFA, A5A PROPERTY APPRAISER SEMINDLE COUNTY FL. 1101 E. FIRST ST SANFORD, FL32771.146a 407-665-7506 2006 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 34-19-30-520-0000-0890 Depreciated Bldg Value: $0 Owner: TOUSA HOMES INC Depreciated EXFT Value: $0 Mailing Address: 11315 CORPORATE BLVD STE 250 Land Value (Market): $62,000 City,State,ZipCode: ORLANDO FL 32817 Land Value Ag: $0 Property Address: 323 KAYS LANDING DR SANFORD 32771 Just/Market Value: $62,000 Subdivision Name: KAYS LANDING PHASE 2 Assessed Value (SOH): $62,000 Tax District: S1-SANFORD Exempt Value: $0 Exemptions: Taxable Value: $62,000 Dor: 00-VACANT RESIDENTIAL Tax Estimator 2006 Notice of Proposed Property Tax SALES Deed Date Book Page Amount Vac/Imp Qualified 2005 VALUE SUMMARY CORRECTIVE 2005 Tax Bill Amount: $1,220 05/2006 06253 0971 $100 Vacant No DEED 2005 Taxable Value: SPECIAL 03/2006 06172 0035 $1,077,800 Vacant No WARRANTY DEED DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value LOT 89 KAYS LANDING PHASE 2 PB 69 PGS LOT 0 0 1.000 62,000.00 $62,000 44 - 44 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. "' I/ you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/web/re_web.seminole_county_title?parcel=34193052000000890&c... 10/5/2006 City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 PLAN REVIEW RESPONSE Date: December 15, 2006 Contact Person: Valerie / Ke Contact Phone Number: 407-249-3500 Contact Fax Number: 407-313-2142 Contact E-mail Address: Reference Number: Project Description: Model Birchwood III Job Address: 323 Kays Landing Drive The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes must be submitted on the original submitted format. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. STRUCTURAL S-1 Floor beams ML1 and ML2 are not part of Robbins Engineering. The engineer of record for the structural design of the building shall review and approve the calculations submitted. Of concern is the design criterion designated, stating 20 psf Live load and 20 psf dead loads. Provide verification that all loads including floor loads have been considered. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to (407) 328-3859. You may also contact me by E-mail at thornew@ci.sanford.fl.us. L 0T # U.S. DEPARTMENT OF HOMELAND 8ECURrrY ELEVATION CERTIFICATE OMB..No.'1e60-0008 Federal Emergency Management Agency Expires February 28. 2D09 National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A -PROPERTY INFORMATION 'Ma . � nc IN, 1777 ': A2. Building Street Address (Including Apt., Unit, Sulte, and/or Bldg. No.) or P.O. Route and Box No. y;. 'i� I N V D 2l� MO., City State - ZIP Code _ 54NFaRD• k-L 32-++{ A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc. L.oT SA . KAYS LAhIDItJG . PHAS5.2 PLAT �oot< �g ►'��,r- 4-�-44 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RE 117 F: t,j T j PNL- ___ A5.._Latltude/Longftude: Lat. Long. Horizontal Datum: Q NAD 1927 Q NAD 1983- A6. Attach et least photographs of the building If the Certificate Is being used to obtain flood Insurance. A7. Building Diagram Number_ A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide: + a) Square footage of crawl space or enclosure(s) O sq ft a) Square footage of attached garage 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 c) Total net area of flood openings In A8.b _e`5 sq in c) Total net area of flood openings In A9.b sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP Community Name & Community Number B2. County Name B3. State GiTY of S�NFoR� 1202�¢ SEMl�lot-E FL 84. Map/Panel Number B5. Suffix 86. FIRM Index B7. FIRM Panel 88. Flood B9. Base Flood Elevation(s) (Zone 12t I� (.0040 E Date o4- t3 %U) 5 Effective/Revised Date oA�t� 1��5 Zone(s) AO, use base flood depth) t-,A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item 89. FIS Profile FIRM 06ommunity De ined Other (Describe) F)`f P I- ATTI N 2Y c Y O 2 811. Indicate elevation datum used for BFE in Item 89: El NGVD 1929 NAVD 1988 Other (Describe) 812. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 Yes No Designation Date CBRS n OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings• Building Under Construction* Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified In Item A7. Benchmark Utilized _LCb"%, Vertical Datum rA A V r_> I S JM i-jZ Conversion/Comments N b t4 f_�7 the measurement used. rCheck a) Top of bottom floor (including basement, crawl space, or enclosure floor) .-3 tnn� feet ❑ meters (Puerto Rico only) b) Top of the next higher floor iJ - feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) A ._O feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) ---� A�- _❑ feet ❑ meters (Puerto Rico only) � e) Lowest elevation of machinery or equipment servicing the building ._Q feet [) meters (Puerto Rico only) (Describe type of equipment In Comments) f) Lowest adjacent (finished) grade (LAG) 1J la ._Q feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) 01A ._Q 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. l certify that the Information on this CerfMcate represents my best efforts to interpret the data available. - a I unde tend that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section f001. �5' n 2,WS_ 7Check here if comments are provided on back of form. Certifier's Name License Number W ILSo�I �- W Ay V'SM Tftle Company Name P 1NG MAIJIAC�INC> 121NU�W�. i.rA L G2oy (003 MA11LA State L ZIP Code 3 Z}5 l Teephone 0 0� Qo�-GGo-Zl20 Wk q 20/O6 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: - In these spaces, copy the corresponding Folfbrmation from Section A. Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. city 323 �y5 u+.Not►� �R-��E . Sfa rJ �oRD : since R. ' 3 2 IP SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/oorhpa6y, and (3) building owner. Comments 446 PuMP SLAS EL VAI-1 0 N �Nbr 61JIL1r� Signature Date _ SEC'fIOWX--8VtWNG ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT I§FE) For Zones AO and A (without BFE), complete Items Et -ES. If the Certificate is Intended to support a LOMA or LOMR-F request, complete Sections A, B; and C. For Items E1-E4, use natural grade, B available. Check the measurement used. In Puerto Rioo only, enter meters. El. Provide elevation Information.fof the following and chock,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 = . -! Ufeet- ❑ meters ❑ above or HbeiowtheLAG. F-2. For Building Diagrams 6.8 with permanent flood openings provided in Se items 8 /or 9 (see a e 8 of Instructions), the next higher floor (elevation C2.b In the diagrams) of the building Is �_ . _ ❑ feet U meters above or Lbelowthe HAG. E3. Attached garage (top of slab) Is ❑ feet ❑ meters ❑ above or ❑ belowthe HAG. E4. Top of platform of machineryand/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 community4ssued BFE) or Zone AO must sign here. The statements in Sections A, 8, and E are correct to the best of my knowledge: Property Owner's or Owner's Authorized Representative's Name Addri►ss City State ZIP Code Signature Date TelephonA 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 floodplaln•management ordinance can complete Si 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 officlal completed Section E for a building located In Zone A (without a FEMA-Issued or community -Issued BFE) or Zone AO. G3J:1 The following Information (Items G4.-G9.) Is provided for community floodplain management purposes. G4. Permit Number . I G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for: ❑ New Construction ❑ Substantial Improvement GS. Elevation of as-bulit lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or On 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 CCL CCL/IBI CONSULTANTS, INC.I CCL AUTHORIZATION I IBI ENGINEERS SURVEYORS PLANNERS 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER IBI A avlE W Or 11/f AW GA1onp I WWW.CCL-POMPANO.COM WWW. CCL -ORLANDO. COM A QIY/S7B01111 or A/C I& pamip ENGLEKAY' S LANDING PHASE 2 N ..c. r NA1701VAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF TH£ COMMUPANELNITY IFLORIDA, NUMBERBER EZONE 1211,7CO040E SOUK. RANGE m EASrnSEMINOLE COUNTY, 05/17/1 95 '40" FLU BEING S 00'14 f, AN ASSUMED MERIDIAN. 1 L R G 6 N D a R- RADIUS L- ARC DISTANCE A/C - AIR CONNDITIONER 0 INDICATES 5/8" IRON ROD SET WITH NUMBER L.B. 5611E B. LICE0 CIA+P IRC�)j UNLESS OTHERWISE NOTED NSS EDISC SLAB CENTERLINE E. DRAINAGE EASEMENT 6D = SETNNADLIAS L.B. 5610 PC = PO NT OF CURVATURE PCC PINT ppF COMPOUND CURVATURE ..c L.M.E. - LLAL�1KE MAINTENANCE EASEMENT Pb POINT OFp IN T RSECTION U.F.,f,FUINISH FTY LOOf2MENT CAN'S POINT _OFVERSE CURVATURE FHYD. FIRE HYDRANT W.M. TV P. - LICH POLE WATER METER W.V. : WATER VALVE LEGP ELECTRIC SERVICE T =. POINT OF TANGENCY ® PROPOSED ELEVATION I n T P rc L.V I as SCALE: I' o 30' TC)A /T ..r .. I I \ P1 v I L/ S 89'51'25" W 60.00' h KAYS LANDING DRIVE (50' RIGHT -OF -WAVY LOCATION SKETCH (NOT TO SCALE) PLANS REVIEWED CITY OF SANFORD OFFICE AREA TABULA77ON --------------- LOT 6.900t50.Fr P.C. 5"W 9+ NOTE: LEGAL DESCRIPTION.• BUILDING WILL BE STAKED AS SHOWN Lot 89, Kays Landing, Phase 2, according 'to the plot thereof, as recorded In Plot Book 69, at Page 43-44, of the Pub/Ic Records, Seminole County, F/orlda. NOTES.• (SKETCH AND LECAL ONLY, NOT A SURVEY.) I. UNLESS /T BEARS THE SIGNATURE AND TH£ ORIGINAL RAISED 2. LANDS SHOWN HEREON WERE Nor AesmACTEn SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY CCL CONSULTANTS INC. FOR EASEMENTS AND DRAWING SKETCH, PLAT OR MAP /S FOR /NFORMAnOVAL RICH7S-OF-WAY Or RECORD.-, PURPOSES ONLY AND is NOT VALID. ADD11701VS OR OELE17OVS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING J. DATA Si+OWN HEREON WAS COMPILED FROM OTHER PARTY OR PAR17£S is PROHIBITED WITHOUT WR/T1EN INSTRUMENTS AND DOES NOT COVS717UTE A FIELD SURVEY CONSENT OF TN£ SIpJING PARTY OR PARTIES: AS SUCH. REVISIONS: DATE: BY: PLOT PLAN 9/18/06 JAM I..ti. /1 X QO Q0 r- U W WILSON WAY, P.S.M PROFESSIONAL SURVEYOR aid/MAPPER #2558 STATE OF FLORIDA 1TE OF SKETCH: DRAWN CHECKED FIELD 9/18/06 BY JAM lay WW I BOOK N/A .. , , I W. DONALD OSTEEN President Ice P. ALLEN OSTEEN Z-xecutive Vice President A 01,11", November 1, 2006 City of Sanford Building Division 300 N. Park Ave. Sanford, FL 32771 Dear Sir or Madam, CHARLIE MARTINEZ Vice President Truss Division FORT PIERCE MELBOURNE OFFICE Please accept the enclosed Engineering Sheets for MLI & 2 for Lot 89 Kays Landing. If you have any questions, please contact me at 772-466-2480 X 1909. Thank you. Sincerely, Armando Cano, Jr. Senior Truss Desijane East Coast Lumber -Truss Division pLANS REVIEWED CITY OF SANFORD WE'RE HERE TO HELP YOU BUILD A BETTER WAY.TM 5285 St. Lucie Blvd. * Fort Pierce, FL 34946 * (772) 466-2480 a Fax (772) 466-5336 \N www.eastcoastlumber.com - e-mail: ftptruss@eastcoastlumber.com TM BWDI3CB-ML1 FL EAST COAST TRUSS NOTE: 2005.1 AOowahe 61rm Damon LOAD TABLE 4 BEAMS 1.76 X 1OF 4 LP LIES FASTENED 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE ((1). OTHER LOAD CASES DESIGN CONSISTS OF 4 - PLIES FASTENED THE VERTICAL LOADS SHOWN AS DETERMINED BY FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. TOGETHER (REFER TO NOTES) . OTHERS. VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS, WIND AND SEISMIC(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) BRACING, AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE FT-IN-SX FT-I11-SX PROJECT ENGINEER OR ARCHITECT. I DISCLAIM ALL UNIFORM ROOF DEAD TOP 526 PLF 02-04-00 12-04-00 0.90 RESPONSIBILITY FOR ALL PLANS. SPECIFICATIONS UNIFORM ROOF LIVE TOP 420 PLF 02-04-00 12-04-00 1.25 OR OTHER DOCUMENTS THAT MAY BE USED TO UNIFORM WALL DEAD TOP 110 PLF 00-00-00 20-04-00 0.90 INCORPORATE THIS COMPONENT INTO THE TRAPEZOIDAL ROOF DEAD TOP 90 PLF 14-04-00 20-04-00 41 PLF 0.90 BUILDING DESIGN. UNIFORM ROOF DEAD TOP 79 PLF 00-00-00 04-10-00 0.90 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF DEAD TOP 79.PLF 16-06-00 20-04-00 0.90 LATERAL STABILITY. TRAPEZOIDAL ROOF LIVE TOP 72 PLF 14-04-00 20-04-00 32 PLF 1.25 3. DO NOT CUT. NOTCH OR DRILL LP LVL UNIFORM ROOF LIVE TOP 64 PLF 00-00-00 04-10-00 1.25 4. SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM ROOF LIVE TOP 64 PLF 16-06-00 20-04-00 1.25 6. VERIFY DIMENSIONS BEFORE CUTTING UNIFORM BEAM WEIGHT 32 PLF 00-00-00 20-04-00 0.90 LP LVL TO SIZE. CONCENTRATED ROOF DEAD TOP 1738 LBS 01-04-00 MINBRG-2.50" 0.90 6. THIS LP LVL IS TO BE USED AS A CONCENTRATED ROOF DEAD TOP 1734 LBS 13-04-00 MINBRG-2.50" 0.90 ROOF BEAM ONLY. CONCENTRATED ROOF LIVE TOP 1391 LBS 01-04-00 MINBRG-2.50" 1.25 MAKE PROVISION FOR ADEQUATE DRAINAGE. CONCENTRATED ROOF LIVE TOP 1387 LBS 13-04-00 HINBRG-2.50" 1.25 7. PROVIDE COMPRESSION EDGE BRACING AT CONCENTRATED ROOF DEAD TOP 726 LOS 07-06-00 HINBRG-2.50" 0.90 24'O.C. OR LESS, CONCENTRATED ROOF DEAD TOP 126 LBS 13-10-00 MINBRG-2.50- 0.90 CONCENTRATED ROOF LIVE TOP 501 LBS 07-06-00 MINBRG-2.50" 1.25 DESIGN ASSUMES COMPONENTS CARRIED ARE CONCENTRATED ROOF LIVE TOP 581 LBS 13-10-00 MINBRG-2.50" 1.25 APPLIED TO TOP EDGE OF LP LVL, SUCH THAT CONCENTRATED ROOF DEAD TOP 553 LBS 05-10-00 HINBRG-2.50" 0.90 LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. CONCENTRATED ROOF DEAD TOP 553 LBS 15-06-00 MINBRG-2.50" 0.90 ATTACH ALL FOUR PLIES WITH 2 ROWS OF I R' CONCENTRATED ROOF LIVE TOP 442 LBS 05-10-00 MINBRO-2.50" 1.25 DIAMETER, ASTM GRADE A307 OR EQUAL, BOLTS ATI CONCENTRATED ROOF LIVE TOP 442 LBS 15-06-00 MINBRG-2.50" 1.25 24' OC. STAGGER ROWS. USE FLAT WASHERS UNDER BOLT HEAD AND NUT. OPTIONAL TO AID IN FABRICATION: ATTACH TWO PLIES WITH 2 ROWS OF 16d (3.1121 NAILS AT 24' OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. ATTACH THE THIRD PLY TO ONE SIDE OF THE DOUBLE WITH 2 ROWS OF 16d (3-IM NAILS AT 24' OC. STAGGER ROWS. ATTACH THE FOURTH PLY TO OTHER SIDE WITH 2 ROWS OF 16d (3-Irn NAILS AT 24' OC. STAGGER ROWS. 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 EACH FACE WHEN ATTACHING THE FOIST TWO IICONCENTRATED DISTRIBUTED TO ALL PLIES.ADS ADDITIOBE NAL EQUALLY I WARNING NOTES: THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP IJOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR WINGERS. THIS COMPONENT MEETS CODE ALLOWED DEFLECTION CRITERIA: CALCULATED DEFLECTION EXCEEDS 3/4' AND SHOULD BE REVIEWED BY PROJECT DESIGNER FOR ADEQUACY. SUPPORT REACTIONS (LBS): CASE B EARING NUNBER 1 2 A `�• 1 16674 65 18 2 8fi74 6580 16.000 MIN BEARING SIZES (IN-SX) R7.000 1.750 5- B 8- 0 N O .0 5 .250 T N CROSS SECTION MAXIMUM DEFLECTIONS sead. CALCULATED ALLOWABL Z T LIVE LOAD 0.53" 0.99" T DEAD LOAD 1.19 TOTAL 2 • 1.32' O PR ndlh0 a Erection nponry and permanent bracing for holdhg cnoponanl rnb and for nshlng tateral (oroaa gab be deslanod and AW by outem No toads an to be applied to the nponant wall after as IN to ntnp and faslani o am Misled. At no tiro NY toads greelr gun design bads applied to On mnpmeal. SNn Criteffa I design and msterW specified an in substanLl donnay weh the titan rMsbro of NOS and AITC. ad load denscom Intl des adµstm al twor for creep. . bad deflection Is Instanansou& a use of IMs cwnpwAM Mall be spetl0ed by Me designer of Ite mplete structure. Obtain all the necessary axle mrnpdance approval sn lrucoc u from to deslprten of the eomplets structure Oetme using this MPWN A If me daalgn aheAa mad above does not w" loot hftkV de reQWemerU, do net use this MsV& When Its dnrAV Is &WW d uated, the sbuetunl da W Is approved as shown In th6 drelltrg sad an data povtdw by the custonw. LP LVL and CTR, LP *Isis an de without umber ant wA dellad tenor bad. Wood In direct contact .b 01rlvele n= bs Proleged as fapt&W by coda. Cordinuan Iateral {pod Is asstmwd (oval boot beam. stb.). LP don not provide onMe padion. Ties dmvkV haul have on ArdLLsct'a or Engineers Meat alhsd be consWend an EngirwaMg d0uarwrL P LVL and CTR, LP IJolal SpeciftmOona DESIGN CRITERIA : MSk 1.00 VSk 0.4f 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 Y ICBO ER-5004 CCHC 11516-R N.Y. CITY MF.A 97-94-E WISCONSIN 200124-H L.A. City Rut 2=167 NER 622 HUD 14R 12141) PROJECT DESIGNER TO PROVIDE ADEQUATE UPLIFT AND/08 LATERAL ANCHORAGE FOR THIS BEAM AND THE MEMBERS ATTACHING TO IT. LP LVL ROOF BEAMS ARE MANUFACTURED WITHOUT CAMBER, THEREFORE, IN ADOTTION TO COMPLYING WITH THE DEFLECTION LLMTTS OF LOCAL BUILDING CODES, OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATED BY THE PROJECT ENGINEER OR ARCHITECT SUCH AS PONDING, CRACKING AND AESTHETICS. (POSITIVE DRAINAGE IS ESSENTIAL) 12 0I 20- 4- 0 THIS DRAWING IS NOT TO SCALE Supports end cdnnaabns tar LP LVL and CTR. LP I -Johns to be specme appkauons Comm nalb t9lven parallel to om Orris Nall be spaced a mtntemm of V La tad are T for rid. Do not "notch. del or son LP LVL and CTR. LP FJohis except as shown it pI®ashod material from LP arty use of LP LVL and CTR. LP A.lolsts cam" to am linos vat font hdrwMnepaln any aspens wrnrdy of ute produrl and LP dlsdaens V Irrrpl o0 warre ilm blNdhp the Impded warten0aa of morchantabluty and dnm for a Particular res. A COP/ OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR LP Is a registered trademan of LotistanWaeft Corporation. LP Engineered Wood Products �t ftat7foe seccl 2706 HIghwey 421 North Wdrnin Wm NC 28401 Looa1 910.76Z0078 Natlonalwats BO0.8B0.0106 DWG a 0610-075 SHEET III 1 of 2 Foe: LWjVtnoerkV%Wooda 200E10doboAM10-0751BM13C&ML/.SPX BWDI3CB•ML2 FL EAST COAST TRUSS NOTE: 2005.1 AewndsSbassWsipn LOAD TABLE 2 BEAMS 1.75 X 16.000 LP LVL.2250Fb•1.6E DESIGN CRITERIA VVSS1L:, 0.831 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES) . LIVE LOAD - 20 PSF OTHERS. VERIFICATION OF LOADING, DEFLECTION FOR PATTERN LIVE LOADING ARE (DIMENSIONS MEASURED FROM CHECKED AS REQUIRED. LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD - 20 PSF LIMITATIONS, FRAMING METHODS, NAND AND SEISMIC TOTAL LOAD - 40 PSF 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 ROOF LEFT SPAN CARR. 0.00 FT PROJECT ENGINEER ORARCHITECT. IDISCLAIM ALL UNIFORM ROOF DEAD TOP 392 PLF 08-00-00 12-00-00 0.90 ROOF RIGHT SPAN CARR. 0.00 FT RESPONSIBILITY FOR ALL PLANS, SPECIFICATIONS UNIFORM ROOF LIVE TOP 313 PLF 08-00-00 12-00-00 1.25 OR OTHER DOCUMENTS THAT MAY BE USED TO UNIFORM ROOF LIVE TOP 256 PLF 13-00-00 20-00-00 1.00 DEFLECTION CRITERIA INCORPORATE THIS COMPONENT INTO THE UNIFORM ROOF LIVE TOP 229 PLF 00-00-00 13-00-00 1.25 LIVE LOAD DEFL: L / 240 BUILDING DESIGN. UNIFORM ROOF DEAD TOP 174 PLF 00-00-00 11-00-00 0.90 TOTAL LOAD DEFL: L / 180 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF LIVE TOP 139 PLF 00-00-00 11-00-00 1.25 LATERALSTABIUTY. UNIFORM NAIL DEAD TOP 110 PLF 00-00-00 20-00-00 0.90 3. DO NOT CUT, NOTCH OR DRILL LP LVL UNIFORM ROOF DEAD TOP 94 PLF 13-00-00 20-00-00 0.90 4. SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM ROOF DEAD TOP 85 PLF 00-00-00 13-00-00 0.90 CODE COMPLIANCES 6. VERIFY DIMENSIONS BEFORE CUTTING UNIFORM BEAM WEIGHT 16 PLF 00-00-00 20-00-00 0.90 REPORT LP LVL TO SIZE. CONCENTRATED ROOF DEAD TOP 1791 LBS 07-00-00 HINBRG-2.50" 0.90 ICBO ER-5004 6. THIS LP LVL IS TO BE USED AS A CONCENTRATED ROOF DEAD TOP 1444 LBS 13-00-00 HINBRG-2.50" 0.90 CCHC 1151E-R ROOF BEAM ONLY. CONCENTRATED ROOF DEAD TOP 1444 LBS 20-00-00 MINBRG-2.50" 0.90 N.Y. CITY KEA 97-94-E MAKE PROVISION FOR ADEQUATE ORAINAGE. CONCENTRATED ROOF LIVE TOP 1433 LBS 07-00-00 MINBRG-2.50" 1.25 WISCONSIN 200124-W 7. PROVIDE COMPRESSION EDGE BRACING AT CONCENTRATED ROOF LIVE TOP 1155 LBS 13-00-00 MINBRG-2.50' 1.25 L.A. City RR 25167 211* D.C. OR LESS. CONCENTRATED ROOF LIVE TOP 1155 LBS 20-00-00 HINBRG-2.50" 1.25 NER 622 CONCENTRATED ROOF DEAD TOP 957 LBS 12-00-00 HINBRG-2.50" 0.90 HUD MR 1214D DESIGN ASSUMES COMPONENTS CARRIED ARE I CONCENTRATED ROOF LIVE TOP 765 LBS 12-00-00 MINBRG-2.50" 1.25 APPLIED TO TOP EDGE OF LP LVL, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3-1/2') NAILS AT 12.00. 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 (11N7 MAYBE USED, BUT HALF MUST BE DRIVEN FROM IIDISTRRIBUT DTED TO ALL PLIES, SADDITIONAL T BE EQUALLY I WARNING NOTES: THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP WOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER. ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. PROJECT DESIGNER TO PROVIDE ADEQUATE UPUFr AND/OR LATERAL ANCHORAGE FOR THIS BEAM AND THE MEMBERS ATTACHING TO 11T. 12 ona- O 16.000 SUPPORT REACTIONS (LBS): T ;a I L MAXILUDI B EAR I N G N U M B E R 1 2 3 N 1.750 DOWN 5522 18635 1302 v C 3.500 UPLIFT --- --- --- -ate Z CROSS SECTION ' MIN BEARING SIZES (IN-SX) ''I B- 0 8- 0 4- 0 MAXIMUM DEFLECTIONS v CALCULATED ALLOWABLE LIVE LOAD 0.12" 0.631 3113- 0- 0 7- 0- 0 -DEAD LOAD 0.21" 20- 0- 0 TOTAL LOAD 0.26 0. 84 " - THIS DRAWING IS NOT TO SCALE"' HarKMV & Erection MlsceOaneous Infonnalbri LP LVL and CTR. LP 1-Joist Sped6catbna LP Engineered Wood Products 10117105 SBCCI t Temporary 1W pwmxwM hang for b oW ft Compmerl The use of IRAs CMVWaa Nu be apedf ad by On dnlgfW of tho • supports aed connecllons for LP LVL sed CTR, LP Woks to be spsdtlo epp cdkm& 2706 Highway 421 North plumb and for reslsfhp latent forty Nell be desgrad wW complete structure. Oblab as the necessary code compsral approval am• Common nab d6ven WaN to plus 9nes sW be spec ed ■ mbWhom of 4' for I0d Wit&gtoM NC 28401 hstaled by Where. No bade are to be spout to the • limn "Ions from the deslpnets of Me compete $loud" before ushmp Uds sed I' for ed. Local 910.762.9878 cwVm@M wall after as the fmmfnp and faetenhp are componal. U the dada" ctueds Ustod above does rat meet local WJMIYq ' Do ra arL ralN% drW or ado LP LVL bed CTR. LP Woks ampt as show" In Nadonw Wets BOO.889.8105 cm"palad. At no Ume Mel loeds 4y-etar Omda&W bads code repdrreetls, do real use Uds deslpn Wtan thb dri"Mms b darned pubBa"ed material from LP arty wo of UP LVL wall CTR. LP Wotsts cw uvi to the Do Awned to the compmerc and sealed. IRA dndval daslpn Is approval as sown In tNa drawlnp 9mdla ad foM heromro0etes any express warranty of tM product and LP dbddnu based on d1111 provlde0 q the 019on"r. LP LVL aed CTR. LP *bu we al lmptled vwrral" hductrp Me Implied wamdNs of merchantability end Mran Design Cdterla me& wlhwd umber met w0 dosed under bed. Wood h dhW contact for a paft" use. The desIgn rw material spedf ad ra In rrbctvalal wM cor"v -2 ream be prolerled as W.,&W by coda. Cordr uwn Waal 061 0-075 conformity weh the latest nvhbns of NOS and AM' ■ fW Isrn a:sea (wall. noon MUMa=). LP does cot Wovba ooslle DWG ed bed "Was Dedeflection Was edJustman f Wet for Mail,Impaction. This dfw,&V rmrsl have anArdV W'e or EnCheefs seal ethwd • A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR TOW bad defledlm Is hstartimmus. to be Cwuldead an Erokweflrfa doamem. SHEET # Z Of Z LP to a radlstwod trademark of Louhlane Padlb Corporation. File: L•1Englneering\Woode 200610Uobef=l0O7513WD13CB-ML2.SPX OFFICEFORM 600A-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Birchwood2681 Builder: ENGLE HOMES Address: 3-;0 �, Permitting Office: City, State: 1041" J Permit Number: Owner: ` f ��•��`qq' Jurisdiction Number: Climate Zone: `Cen-tr�l l . New construction or existing New - 2. Single family or multi -family Single family - 3. Number of units, if multi -family I - 4. Number of Bedrooms 4 - 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2681 fi' 7. Glass type I and area: (Label reqd. by 13-104.4.5 - if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a. (Sngle Default) 433.0 fill - b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 433.0 fi' - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 172.0(p) ft - b. Raised Wood, Adjacent R=11.0, 300.0ft' - c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 903.4 fi' - b. Frame, Wood, Exterior R=11.0, 1344.0 ft' - c. Frame, Wood, Adjacent R=11.0, 339.2 ft' _ d. N/A _ e. N/A _ 10. Ceiling types - a. Under Attic R=30.0, 1747.0 ft' b. N/A _ c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 1.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems Cap: 58.0 kBtu/hr - SEER:13.00 - a. Electric Heat Pump Cap: 58.0 kBtu/hr - HSPF: 7.70 b. N/A PLANS _REVIEWED - c. N/A CITY OF SANFORD - 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.16 Total as -built points: 36692 PASS Total base points: 37463 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. - j (� �4 PREPARED B ,�c.G� DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: �� B Cap: 50.0 gallons - EF: 0.90 - Review of the plans and fHE srgrFo specifications covered by this yoF calculation indicates compliance with the Florida Energy Code. '«< U.-. Before construction is completed a this building will be inspected for I •ft, compliance with Section 553.908 c0D Florida Statutes. WE BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.0) FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 2681.0 25.78 12"0.9 Single, Clear E 1.0 13.0 38.0 63.97 1.00 2419.7 Single, Clear E 1.0 7.0 24.0 63.97 0.98 1509.8 Single, Clear S 1.0 16.0 39.0 48.22 0.99 1869.6 Single, Clear N 1.0 14.0 10.0 30.19 1.00 300.6 Single, Clear N 1.0 12.0 5.0 30.19 0.99 150.2 Single, Clear W 1.0 7.0 19.0 57.68 0.98 1077.8 Single, Clear W 1.0 18.0 16.0 57.68 1.00 919.9 Single, Clear W 1.0 16.0 44.0 57.68 1.00 2529.7 Single, Clear W 1.0 7.0 24.0 57.68 0.98 1361.5 Single, Clear NW 1.0 7.0 12.0 40.72 0.99 481.6 Single, Clear SW 1.0 7.0 12.0 56.99 0.98 672.6 Single, Clear S 1.0 14.0 13.0 48.22 0.99 622.6 Single, Clear S 1.0 6.0 15.0 48.22 0.94 682.9 Single, Clear E 1.0 11.5 28.0 63.97 0.99 1781.9 Single, Clear E 1.0 10.0 25.0 63.97 0.99 1590.1 Single, Clear N 1.0 6.0 15.0 30.19 0.97 441.2 Single, Clear N 1.0 4.0 9.0 30.19 0.94 255.4 Single, Clear W 1.0 6.0 9.0 57.68 0.97 502.8 Single, Clear W 8.0 8.0 36.0 57.68 0.54 1131.3 Single, Clear W 8.0 8.0 36.0 57.68 0.54 1131.3 Single, Clear S 1.0 3.0 4.0 48.22 0.80 154.4 As -Built Total: 433.0 21586.9 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 339.2 0.70 237.4 Concrete, Int Insul, Exterior 4.1 903.4 1.18 1066.0 Exterior 2247.4 1.90 4270.1 Frame, Wood, Exterior 11.0 1344.0 1.90 2553.6 Frame, Wood, Adjacent 11.0 339.2 0.70 237.4 Base Total: 2586.6 4507.5 As -Built Total: 2586.6 3857.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Insulated 18.0 1.60 28.8 Exterior 36.0 4.80 172.8 Exterior Insulated 36.0 4.80 172.8 Base Total: 64.0 201.6 As -Built Total: 64.0 201.6 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1747.0 2.13 3721.1 Under Attic 30.0 1747.0 2.13 X 1.00 3721.1 Base Total: 1747.0 3721.1 As -Built Total: 1747.0 3721.1 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:. , , PERMIT #: BASE AS -BUILT FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 172.0(p) -31.8 -5469.6 Slab -On -Grade Edge Insulation 0.0 172.0(p -31.90 -5486.8 Raised 300.0 -3.43 -1029.0 Raised Wood, Adjacent 11.0 300.0 1.80 540.0 Base Total: -6498.6 As -Built Total: 472.0 -4946.8 INFILTRATION Area X BSPM = Points Area X SPM = Points 2681.0 14.31 38365.1 2681.0 14.31 38365.1 Summer Base Points: 52737.6 Summer As -Built Points: 62785.0 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 58000 btuh ,SEER/EFF(13.0) Ducts:Unc(S),Unc(R),Gar(AH),R6.0(INS) 62785 1.00 (1.09 x 1.150 x 0.95) 0.262 1.000 19557.7 52737.6 0.4266 22497.9 62785.0 1.00 1.188 0.262 1.000 19557.7 EnergyGauge^" DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,,___ PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point 18 2681.0 6.86 2827.9 Single, Clear E 1.0 13.0 38.0 12.37 1.00 471.6 Single, Clear E 1.0 7.0 24.0 12.37 1.01 298.8 Single, Clear S 1.0 16.0 39.0 9.90 1.00 384.9 Single, Clear N 1.0 14.0 10.0 15.07 1.00 150.5 Single, Clear N 1.0 12.0 5.0 15.07 1.00 75.3 Single, Clear W 1.0 7.0 19.0 13.25 1.00 251.8 Single, Clear W 1.0 18.0 16.0 13.25 1.00 211.9 Single, Clear W 1.0 16.0 44.0 13.25 1.00 582.7 Single, Clear W 1.0 7.0 24.0 13.25 1.00 318.1 Single, Clear NW 1.0 7.0 12.0 14.97 1.00 179.4 Single, Clear SW 1.0 7.0 12.0 11.59 1.01 139.9 Single, Clear S 1.0 14.0 13.0 9.90 1.00 128.2 Single, Clear S 1.0 6.0 15.0 9.90 1.01 149.7 Single, Clear E 1.0 11.5 28.0 12.37 1.00 347.6 Single, Clear E 1.0 10.0 25.0 12.37 1.00 310.5 Single, Clear N 1.0 6.0 15.0 15.07 1.00 225.5 Single, Clear N 1.0 4.0 9.0 15.07 1.00 135.2 Single, Clear W 1.0 6.0 9.0 13.25 1.00 119.5 Single, Clear W 8.0 8.0 36.0 13.25 1.08 517.4 Single, Clear W 8.0 8.0 36.0 13.25 1.08 517.4 Single, Clear S 1.0 3.0 4.0 9.90 1.11 44.1 As -Built Total: 433.0 5560.1 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 339.2 1.80 610.6 Concrete, Int Insul, Exterior 4.1 903.4 3.31 2985.7 Exterior 2247.4 2.00 4494.8 Frame, Wood, Exterior 11.0 1344.0 2.00 2688.0 Frame, Wood, Adjacent 11.0 339.2 1.80 610.6 Base Total: 2586.6 5105.4 As -Built Total: 2586.6 6284.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Insulated 18.0 4.00 72.0 Exterior 36.0 5.10 183.6 Exterior Insulated 36.0 5.10 183.6 Base Total: 54.0 255.6 As -Built Total: 54.0 255.6 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1747.0 0.64 1118.1 Under Attic 30.0 1747.0 0.64 X 1.00 1118.1 Base Total: 1747.0 1118.1 As -Built Total: 1747.0 1118.1 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 172.0(p) -1.9 -326.8 Slab -On -Grade Edge Insulation 0.0 172.0(p 2.50 430.0 Raised 300.0 -0.20 -60.0 Raised Wood, Adjacent 11.0 300.0 1.80 540.0 Base Total: -386.8 As -Built Total: 472.0 970.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 2681.0 -0.28 -750.7 2681.0 -0.28 -750.7 Winter Base Points: 8169.5 Winter As -Built Points: 13437.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 58000 btuh ,EFF(7.7) Ducts: Unc(S),Unc(R),Gar(AH),R6.0 13437.4 1.000 (1.078 x 1.160 x 0.95) 0.443 1.000 7075.6 8169.5 0.6274 5125.5 13437.4 1.00 1.188 0.443 1.000 7075.6 EnergyGaugeT'A DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling + Heating + Hot Water = Total Points Points Points Points 22498 5126 9840 37463 19558 7076 10059 36692 PASS EnergyGaugeTM DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area* .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, Denetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded bv all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1 ABC.3.2. Switch or Geary marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water Bow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1 607.1 1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.7 The higher the score, the more efficient the home. I . New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2681 ft' 7. Glass type I 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) 433.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 433.0 ft' _ 8. Floor types a. Slab-O -Grade Edge Insulation R=0.0, 172.0(p) ft _ b. Raised Wood, Adjacent R=11.0, 300.0ft' _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 903.4 ft' _ b. Frame, Wood, Exterior R=11.0, 1344.0 ft' _ c. Frame, Wood, Adjacent R=11.0, 339.2 ft' _ d. N/A _ c. N/A _ 10. Ceiling types a. Under Attic R=30.0, 1747.0 11' _ b. N/A _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Gnrage Sup. R=6.0, 1.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 58.0 kBtu/hr _ SEER:13.00 _ Cap: 58.0 kBtu/hr _ HSPF: 7.70 Cap: 50.0 gallons _ EF: 0.90 -cxE srgr�,o� �< bpr ':od 0 7 1, Pl"" ©DD 4VE �p *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 EnergySte r' designation), your home may qual f r 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 tveb site at tt,wit, fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on a es 2&4. EnergyGauge® (Version: FLR��B v4.0) PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: BIRCHWOOD 2681 (East) 08.14.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Proiect Information For: ENGLE HOMES Notes: Weather: Orlando —AP, FL, US Winter Design Conditions Outside db Inside db Design TD Heating Summary PLANS REVIEWED CITY OF SANFORD Summer Design Conditions 38 OF Outside db 70 OF Inside db 32 OF Design TD Daily range Relative humidity Moisture difference Building heat loss 48169 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 48169 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heatingg Cooling9 Area (ft� 2681 2681 Volume (ft3) 26339 26339 Air changes/hour 0.70 0.40 Equiv. AVF (cfm) 307 176 Heating Equipment Summary Make LENNOX Trade Model Efficiency 7.7 HSPF Heating input Heating output 0 Btuh @ 47°F Temperature rise 0 OF Actual air flow 2000 cfm Air flow factor 0.042 cfm/Btuh Static pressure 0.40 in H2O Space thermostat 93 OF 75 OF 118 OF 50 % 43 gr/Ib Sensible Cooling Equipment Load Sizing Structure 41142 Btuh Ventilation 1485 Btuh Design temperature swing 3.0 OF Use mfg. data yy Rate/swing multiplier 1.00 Total sens. equip. load 42627 Btuh Latent Cooling Equipment Load Sizing Internal gains 1840 Btuh Ventilation 2212 Btuh Infiltration 5178 Btuh Total latent equip. load 9230 Btuh Total equipment load Req. total 0.80 SHR 51857 4.4 Btuh ton capacity at Cooling Equipment Summary Make LENNOX Trade Cond Coil Efficiency 13 EER Sensible cooling 46400 Btuh Latent cooling 11600 Btuh Total cooling 58000 Btuh Actual air flow 2000 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0.40 in H2O Load sensible heat ratio 82 % Bol&hellc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr-jg htsoft Right-Sulte Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 sIC:;k E:1Files\ENGLE20021Birchwood268118irchwood2681.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D ti Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: BIRCHWOOD 2681 (East) 08.14.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation" 1. Winter infiltration AVF 0.70 ach x 26339 ft3 x 0.0167 = 307 cfm 2. Winter infiltration load 1.1 x 307 cfm x 32 3. Winter infiltration HTM 10816 Btuh / 487 ft2 °F Winter TD = 10816 Btuh Total window = 22.2 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 26339 ft3 x 0.0167 = 176 cfm 2. Summer infiltration load 1.1 x 176 cfm x 18 3. Summer infiltration HTM 3477 Btuh / 487 ft2 °F Summer TD = 3477 Btuh Total window = 7.1 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x43 gr/lb moist.diff. x 176 cfm = 5178 Btuh eroceaure u - tqulpment Sizing t-oaas 1. Sensible sizing load Sensible ventilation load 1.1 x 75 cfm vent. x 18 °F Summer TD = 1485 Btuh Sensible load for structure (Line 19) + 41142 Btuh Sum of ventilation and structure loads = 42627 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing load - sensible = 42627 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 75 cfm vent. x 43 gr/Ib moist.diff. = 2212 Btuh Internal loads = 230 Btuh x 8 people + 1840 Btuh Infiltration load from Procedure C + 5178 Btuh Equipment sizing load - latent = 9230 Btuh 'Construction Quality is: a No. of Fireplaces is: 0 BoldMalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrightatsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 ACCK E:1FilesIENGLE200218irchwood26811Birchwood2681.rsr Page 1 RI HT-J WORKSHEET i nhre House DEL AIR HEATING,AIR CONDITIONING,R Job: BIRCHWOOD 2681 (East) 08.14.03rvsd tog COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 J: 7th Ed. 1 Name of mom Entire House LIVING/FOYER DINING LAUN j4MANUAL 2 Length of exposed wall 354.0 It45.0 It17.0 It 20.0 ft 3 Room dimensions 20.0 x 13.0 ft 12.0 x 20.0 It 12.0 x 7.0 It Ceiings Condit. Option 8.6 ft heaticool d 9.4 Ill heat/cool 9.4 It 1heattcool 9.4 Ill heaticool TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg Clg (ft') Htg Clg (ft') Htg Clg (ft') Htg Clg (ft') Htg I Clg 5 Gross a 14B 4.6 2.1 1147 '»' '^' 310 "" "" 104 "" "" 75 Exposed b 12C 2.9 1.9 1569 - '^' 0 '«' "" 0 "" '»' 0 walls and c 13C 3.2 1.2 357 "" "" 113 "" '»' 56 '^' "•' 113 partitions d 0.0 0.0 0 "" "" 0 0 �• » . 0 e 0.0 0.0 0 "" "" 0 "" 0 0 f 0.0 0.0 0 --- 0 "" "" 0 '^' '^' 0 '^' 6 Windows and a 1C 37.0 ^ 317 11716 "" 62 2292 '«' 39 1441 '^' 10 370 glass doors b 8C 37.0 ^ 0 0 '«' 0 0 "" 0 0 M� 0 0'^: Heating c 9C 38.7 » 116 4492 "•' 0 0 0 0 '^ 0 0 » d 0.0 0 0 0 0'^' 0 0 0 0' e 0.0 ^ 0 0 0 0'^' 0 0'^' 0 0'«' f 0.0 0 0 "" 0 0 0 0'^' 0 0'«' 7 t/tAndows and North 23.0 115 "" 2653 0 •"' 0 0 0 10 "" 204 glass doors NE/NW 39.4 12 "" 473 0 "" 0 0 '«' 0 0 "" 0 Cooling E/W 68.4 241 - 16476 62 "" 4165 0 "" 0 0 "" 0 SE/SW 47.4 11 '^' 509 0 "" 0 0 "" 0 0 '«' 0 South 30.4 54 •^' 1636 0 "" 0 39 "" 1186 0 "" 0 Horz 0.0 0'«' 0 0 •"" 0 0'^' 0 0'«' 0 8 Other doors a 11A 18.9 12.7 54 1020 688 36 680 459 0 0 0 18 340 229 I11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 903 4163 1860 212 977 437 65 300 134 65 300 134 exposed b 12C 2.9 1.9 1344 3871 2613 0 0 0 0 0 0 0 0 0 walls and c 13C 3.2 1.2 339 1068 397 113 355 132 56 178 66 95 299 111 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 1747 1845 2421 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 172 4458 0 45 1166 0 17 441 0 20 518 0 (Note: room b 19G 1.1 0.0 300 341 0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.01 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 22.2 7.1 487 10816 3477 98 2177 700 39 866 278 28 622 200 13 Subtotal loss=6+8..+11+12 ••" 43790 "" "" 7646 - "" 3225 - '^' 2448 - Less external heating '«' 0 '^' '^' 0 "" "" 0 •»' '^' 0 Less transfer "" 0 "•' "" 0 "" •^' 0 "" •^' 0 Heating redistribution •^' 0 "" "" 0 '^' '^' 0 "" '^' 0 14 Duct loss 10 OA 4379 - 10 OA 765 - 10"/ 323 "" 10 DA 245 15 Total loss = 13+14 '^' 48169 •^' - 8411 - - 3548 "" - 2693 16 Int. gains: People @ 300 8 - 2400 0 - 0 1 - 300 0 '^' 0 Appl. ® 1200 2 '^' 1800 0 - 0 0 '^' 0 1 - 600 17 Subtot RSH gain=7+8. +12+16 '^' 37402 - - 5892 '^' "" 1964 - '^' 1478 Less external cooling '^' '«' 0 "" "" 0 "•' '^' 0 "" "" 0 Less transfer '^' "" 0 "" 0 "" "" 0 "" "" 0 Cooling redistribution '^' "" 0 "" "" 0 "" "" 0 "" "" 0 18 Dud gam 10 OA 3740 10 OA - 589 10 •"' 196 10 - 148 19 Total RSH gain=(17+18)•PLF 1.00 - 41142 1.00 '»' 6481 1.00 - 2160 1.00 •^' 1626 20 Air required (dm) -1 20001 2000 - 349 315 "" 1 1471 105 "' 1 112 79 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�gl �ltsofC Right -Suite Residential5.5.17 RSR26014 2006-Apr-05 13:33:54 '�� E:\Files\ENGLE2002\Birchwood2681\Birchwood2681.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: BIRCHWOOD 2681 (East) 08.14.03rvsd 109 COMMERCE STREET. LAKE MARY, FL 32746-6206 Phone: (407) 831.2665 J: 7th Ed. 1 Name of room BATH2 BDRM4 FAMILY NOOK/KITCHEN 14MANUAL 2 Length of exposed wall 6.0 ft 25.0 ft 22.0 ft 37.0 ft 3 Room dimensions 6.0 x 12.0 ft 12.0 x 13.0 ft 22.0 x 15.0 ft 13.0 x 20.0 ft Ceiings Condit Option 9.4 It heat/cool 9.4 fti heat/cool 9.4 ft heat/cool 9.4 ft Iheat/cool TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg Clg (ft') Htg Clg (ft') Htg CIg (ft') Htg Clg (ft) Htg Clg 5 Gross a 14B 4.6 2.1 56 '«' "" 235 ••'• •'•• 132 •••' '••• 235 "" Exposed b 12C 2.9 1.9 0 "" '«' 0 '••• - 0 - - 113 - walls and c 13C 3.2 1.2 0 '•'• '«' 0 75 0 ... partitions d 0.0 0.0 0 '•" '«' 0 M' 0 0 e 0.0 0.0 0 •'•' "" 0 0 0 .... ^.• 6 Windows and a 1C 37.0 " 5 185 "•' 19 702 '•" 16 591 '•" 61 2215 '•" glass doors b 8C 37.0 « 0 0 '•" 0 0 "" 0 0 •"• 0 0 ^• Heating c 9C 38.7 « 0 0 '^' 0 0 "• 44 1704 '« 0 0 '«• d 0.0 « 0 0 0 0 0 0 0 0' e 0.0 •• 0 0 •«• 0 0 «« 0 0 «« 0 0 «•• 7 Windows and North 23.0 5 •"' 147 0 ••'• 0 0 '«' 0 1 "" 26 glass doors NE/NW 39.4 0 '«' 0 0 ••'• 0 0 0 12 473 Cooling E/W 68.4 0 - 0 19 •••• 1034 60 3792 24 �« 1306 SE/SW 47.4 0 •«• 0 0- 0 0'^' 0 11 509 South 30.4 0 •••• 0 0 '«' 0 0 •^• 0 13 "•' 395 Horz 0.0 0 '•" 0 0 "•' 0 0'^' 0 0 «" 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 1413 4.6 2.1 51 237 106 216 995 445 72 332 148 222 1023 457 exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 65 187 126 walls and c 13C 3.2 1.2 0 0 0 0 0 0 75 237 88 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 0 0 0 84 89 116 0 0 0 18 19 25 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 001 0 0 0 0 0 0 0 0 0 01 0 0 11 Floors a 22A 25.9 0.0 6 156 0 25 648 0 22 570 0 37 959 0 (Note: room b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 22.2 7.1 5 111 36 19 422 136 60 1333 428 61 1355 435 13 Subtotal loss=6+8..+11+12 •^• 688 "" "•' 2856 '«' "'• 4767 •'•' '^' 5798 Less external heating '^' 0 '^' '«' 0 '^' "•' 0 '^' '^' 0 " Less transfer '•" 0 '^' '^' 0 '^' "" 0 "" "" 0 Heating redistribution "" 0 "" '«' 0 "" ••" 0 "" '^' 0 14 Duct loss 10 GA 69 '«• 10 0A 286 - 10 OA 477 - I ODA 580 15 Total loss = 13+14 '«' 757 '«' '«• 3142 '^' •"• 5243 •«• - 6377 16 Int gains: People @ 300 0 '«• 0 0 - 0 4 '^' 1200 0 •'•• 0 Appl. @ 1200 0 ••'• 0 0- 0 0 '•" 0 1 - 1200 17 Subtot RSH gain=7+8. +12+16 '•'• "•' 289 "" •«' 1730 •••• "" 5657 •"' "'• 4952 Less external cooling '••• "" 0 "" "•• 0 "" "•' 0 '•'• "" 0 Less transfer "" "" 0 '^' "" 0 "" "" 0 '•" 0 Cooling redistribution '«' "" 0 "" •'•' 0 •"' "'• 0 0 18 Dud gam 10 "" 29 10 •••• 173 10°/ "" 566 10 •«• 495 19 Total RSH gain=(17+18)•PLF 1.00 •••• 317 1.00 '«• 1903 1.00 "" 6222 1.00 •«' 5448 20 Air required (dm) •«• 31 15 '•'• 130 93 "'• 1 2181 302 -_I 265 265 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�ght50T-C Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 'CC4%` E:%Files%ENGLE20021Birchwood268113irdrwood2681.rsr Page 2 5nQHT-J WORKSHEET t re House DEL AIR HEATING,AIR CONDITIONING,R Job: BIRCHWOOD 2681 (East) 08.14.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 J: 7th Ed. 1 Name of room BDRM3 UP-LIV BONUS MSTR.BTH j4MANUAL 2 Length of exposed wall 12.0 ft 42.0 ft 40.0 ft 32.0 ft 3 Room dimensions 12.0 x 18.0 ft 20.0 x 13.0 ft 20.0 x 15.0 ft 13.0 x 19.0 ft Ceiings Condit. Option 8.0 ft heaVcool 8.0 ft heat/cool 8.0 ft heat/cool 8.0 ft 1heattcool TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE I NO. Htg Clg (ft') Htg Clg (ft') Htg I Clg (ft') Htg I Clg (ft') Htg I Clg 5 Gross a 14B 4.6 2.1 0 '^' 0 "•' '»' 0 »» '••• 0 Exposed b 12C 2.9 1.9 96 '^' '••• 336 "'• ""• 320 •"• '••' 256 '»' '»• walls and c 13C 3.2 1.2 0 "'• '••• 0 '•'• '•" 0 '••• '^' 0 '»' '•" partitions d 0.0 0.0 0 "" •"• 0 "•• ••" 0 0 --- --- a 0.0 0.0 0 "" '••' 0 "" '••• 0 0 f0.0 0.0 0 •^• ••^ 0 •^• ••» () •'» •»• 0 •^• '••• 6 Windows and a 1C 37.0 15 554 - 28 1035 '^• 40 1478 '»' 18 665 '••' glass doors b 8C 37.0 0 0 ••'• 0 0 '••• 0 0 'M 0 0 Heating c 9C 38.7 0 0 •'•• 0 0'^' 0 0 0 0 e 0.0 ^ 0 0 •"' 0 0'^' 0 0 "•• 0 0'^• 7 Windows and North 23.0 13 '••' 269 0 •••• 0 15 •••• 441 9 '•'• 265 glass doors NE/NW 39.4 0 '•" 0 0- 0 0 M 0 0 '^ 0 Cooling E/W 68.4 0 0 28 •••• 2447 25 2185 9 787 SE/SW 47.4 0 •^• 0 0- 0 0 - 0 0 "`• 0 South 30.4 2'»' 55 0 •••• 0 0 •••• 0 0 "•' 0 Horz 0.0 0'^' 0 0 "•' 0 0 •^• 0 0'^' 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 . 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0 0 0 0 exposed b 12C 2.9 1.9 81 233 157 308 887 599 280 806 544 238 685 463 walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 01 0 10 Ceilings a 16G 1.1 1.4 216 228 299 260 275 360 300 317 416 247 261 342 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.01 0.0 0 0 00 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 0 0 0 (Note: room b 19G 1.1 0.0 0 0 0 0 0 0 300 341 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 Floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 22.2 7.1 15 333 107 28 622 200 40 888 286 18 400 129 13 Subtotal loss=6+8..+11+12 '»' 1349 '»• '»' 2818 •»' '••• 3831 '••' '••• 2011 `^• Less external heating '^• 0 '••' •^• 0 '^• '•" 0 •^' '»' 0 •»' Less transfer '^• 0 •'•• •••• 0 ' •• "" 0 '^' '^' 0 '••' Heating redistribution "" 0 •'•• "" 0 •••• "'• 0 '»' "" 0 '••' 14 Duct loss 10 0A 135 ••'• 10 GA 282 •••• 10 0A 383 '»' 10 201 '»' 15 Total loss = 13+14 '••• 1454 "'• •^• 3100 '•'• •••• 4214 •'•' •'•' 2212 •»• 16 Int. gains: People @ 300 0 •••• 0 0 '^• 0 2 •^• 600 0 •^• 0 Appl. @ 1200 0 '••' 0 0 '••• 0 0 '••• 0 0'»' 0 17 Subtot RSH gain=7+8..+12+16 •^' "" 888 •••• •••• 3606 •••• •»• 4472 "•' '^' 1985 Less external cooling "" •••' 0 ••" '^' 0 '••• •••• 0 '•" •'•' 0 Less transfer '^' '»' 0 •••' '••• 0 "•' '»• 0 ' •' 0 Cooling redistribution '••• '»' 0 "•' '^• 0 •^• ""' 0 "•' '»' 0 18 Duct gain 10 '^' 89 10 '•" 361 10 0A •^• 447 1 09A 198 19 Total RSH gain=(17+18)'PLF 1.00 '••' 977 1.00 •••' 3967 1.00 '^ 4919 1.00 •»' 2183 20 Air required (cfm) "" 62 47 129 193 '••• 175 239 "'• 92 106 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr-eght50'ft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 �� E:1Files%ENGLE20021Birchwood26811Birchwood2681.rsr Page 3 RIGHT-,WORKSHEET A Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: BIRCHWOOD 2681 (East) 08.14.03rvsd 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 J: 7tn td. 1 Name of room MSTR.BR BDRM2 BATH3 14MANUAL 2 Length of exposed wall 23.0 ft 27.0 ft 6.0 ft 3 Room dimensions 15.0 x 25.0 ft 13.0 x 13.0 ft 6.0 x 13.0 ft Ceiings Condit. Option 8.0 ft 1heat/cool 8.0 ftj heat/cool 8.0 ft Iheat/ccol TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area EXPOSURE NSO Htg Clg (m Htg Clg (ft) Htg Clg (ft') Htg Clg Htg Cig 5 Gross a 14B 4.6 2.1 0 '•" •"• 0 0 '^' '^' •^• '^• Exposed b 12C 2.9 1.9 184 •••' '••• 216 '••' • •••• 48 •••' •••' "'• '^' walls and c 13C 3.2 1.2 0 "" '^• 0 "•' '^' 0 '^' '••' '•'• '^• partitions d 0.0 0.0 0 •••• •••' 0 ••'• '•" 0 "•' '^' •'•' •••' e 0.0 0.0 0 "" "" 0 "" '^' 0 f 0.0 O.ol 0 "" '^' 0 "" "" 0 6 Wndows and a 1C 37.0 ^ 0 0 •••• 0 0 •^• 4 148 '••' ••'• glass doors b 8C 37.0 ^ 0 0 - 0 0 '•" 0 0 ••'• •••' Heating c 9C 38.7 ^ 36 1394 •••• 36 1394 •••• 0 0 •••• •••• d 0.0 •• 0 0 •••• 0 0 '••• 0 0 •••• - e 0.0 •' 0 0 •••• 0 0 •••• 0 0 '••' •••• fl0.0 ^ 0 0- 0 0- 0 0 •••• •••' 7 Windows and North 23.0 29 •••• 592 29 •••' 592 4 "•• 118 ••'• glass doors NE/NW 39.4 0 - 0 0 •••• 0 0 •"• 0 "•' Cooling E/W 68.4 7 •••• 380 7 •••• 380 0 •••• 0 •"• SEISW 47.4 0 '••' 0 0 •••• 0 0 "•• 0 •'•' South 30.4 0 •••• 0 0 ••'• 0 0 •'•• 0 ••" Horz 0.0 0 •••• 0 0 •••• 0 0 •••' 0 •'•' 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 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 2.1 0 0 0 0 0 0 0 0 0 exposed b 12C 2.9 1.9 148 426 288 180 518 350 44 127 86 walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1A 1A 375 396 520 169 178 234 78 82 1011 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 (Note: room b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 Infiltration a 22.2 7.1 36 800 257 36 800 257 4 89 29 13 Subtotal loss=6+8..+11+12 •^• 3016 - - 2890 •••• •••• 446 '••• '••• '•" Less external heating "•' 0 •••• •••• 0 •••• - 0 •^• '••' "" Less transfer •^• 0 •••• - 0 •••• •••' 0 •••• •^• •^• Heating redistribution •••• 0 •••• •••• 0 •^• •••' 0 •••• - •^' 14 Duct loss 10 OA 302 •••• 10 OA 289 '••• 10 OA 45 •'•• OA•^• 15 Total loss = 13+14 •••' 3317 •'•' '^• 3179 '••• ••'• 490 •'•' •^• '•" 16 Int. gains: People @ 300 1 •••• 300 0 '••• 0 0 '••' 0 '^• Appl. @ 1200 0 "" 0 0 ••'• 0 0 "•• 0 '^• 17 Subtot RSH gain=7+8..+12+16 "•• •^' 2337 '^' •^• 1813 •^' •^' 340 - ••'• Less external cooling •^' '^• 0 •••' 0 '^' '^' 0 - Less transfer '^' '^• 0 '^' '••' 0 '^' '^' 0 • •' '^' Cooling redistribution •^• '••' 0 •^' '^' 0 '^' '^' 0 •"• 18 Dud gain 10 •^• 234 10 "" 181 10 DA 34 '^• 19 Total RSH gain=(17+18)•PLF 1.00 - 2570 1.00 •^' 1995 1.00 "•' 374 20 Air required (dm) •"' 138 125 •••' 132 97 •••• 201 18 1'•'• Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr-5cgh1t50fC Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 'CC` E-.TilestENGLE2002tBirchwood268113irchwood2681.rsr Page 4 Duct System Summary 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 For: ENGLE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.540 in/100ft 2000 cfm 63 ft Job: BIRCHWOOD 2681 (East) 08.14.03rvsd Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.540 in/100ft 2000 cfm Supply Branch Detail Table I 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/FOYER h 8411 349 315 2.125 10 Ox 0 VIFx 16.0 0.0 DINING h 3548 147 105 5.667 7 Ox 0 VIFx 6.0 0.0 LAUN h 2693 112 79 1.619 6 Ox 0 VIFx 21.0 0.0 3 BATH2 h 757 31 15 1.308 4 Ox 0 VIFx 26.0 0.0 3 BDRM4 h 3142 130 93 1.063 6 Ox 0 VIFx 32.0 0.0 3 FAMILY c 6222 218 302 1.030 9 Ox 0 VIFx 33.0 0.0 NOOK/KITCHEN c 5448 265 265 1.063 9 Ox 0 VIFx 32.0 0.0 BDRM3 h 1484 62 47 0.618 5 Ox 0 VIFx 55.0 0.0 2 UP-LIV c 3967 129 193 0,540 8 Ox 0 VIFx 63.0 0.0 2 BONUS c 4919 175 239 0.944 8 Ox 0 VIFx 36.0 0.0 1 MSTR.BTH c 2183 92 106 0.971 6 Ox 0 VIFx 35.0 0.0 1 MSTR.BR h 3317 138 125 0.791 7 Ox 0 V[Fx 43.0 0.0 1 BDRM2 h 3179 132 97 0.540 6 Ox 0 VIFx 63.0 0.0 2 BATHS h 490 20 18 0.576 4 Ox 0 VIFx 59.0 0.0 2 Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 747 826 0.540 591 16 0 x 0 VinlFlx 2 Peak AVF 343 355 0.540 652 10 0 x 0 VinlFlx 1 3 Peak AVF 274 187 1.063 620 9 0 x 0 VinlFlx wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-0513:33:26 ftCC% E:Tiles%ENGLE200218irchwood2681%Birchwood2681.rsr Page 1 DUCT TREE DIAGRAM Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET. LAKE MARY. FL 32746.6206 Phone: (407) 831-2665 For: ENGLE HOMES H EATMIGg External stfti6tewuer: 0.40 in H2O Pressure Imo: 0.06 in H2O Available 0.34 in H2O 6ripW/Re 3m available pressure 0.17 / 0.17 in H2O AafaaitW(Rion rate 0.540 in/100ft Actual air flow 2000 cfm Total EfecCwIfregtjiF(T1�¢): Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM BONUS —239. MSTR.BTH —106. MSTR.BR —124. BDRM3 —47. UP-LIV —192. BDRM2 —96. BATH3 —18. 63 ft Job: BIRCHWOOD 2681 (East) • 08.14.03rvsd COMJANfig 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.540 in/100ft 2000 cfm 2 355. 825. LAUN —79. 3 187. BATH2 —15. BDRM4 —92. LIVING/FOY —315 DINING —105 FAMILY —302 NOOK/KITCH —264 < —NO TRUNK < --NO TRUNK < --NO TRUNK < —NO TRUNK RETURN TRUNKS AND BRANCHES ,- wrightsoft Right -Suite Residential5.5.17 RSR26014 2006-Apr-05 13:33:26 /tCCK E:%FilestENGLE2002%Birchwood26811Birchwood2681.rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: BIRCHWOOD 2681 (East) It 08.14.03rvsd 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/FOYER a n e a c n 0 d 1 1 90 1.0 1.0 7.0 6.0 54.4 38.0 0.0 a n e a c n 0 n 1 1 90 1.0 1.0 3.0 4.0 87.4 24.0 0.0 DINING a n s a c n 0 d 1 1 90 1.0 1.0 10.0 6.0 30.4 39.0 0.0 LAUN a n n a c n 0 d 1 1 90 1.0 1.0 10.0 4.0 20.4 10.0 0.0 BATH2 a n n a C n 0 n 1 1 90 1.0 1.0 10.0 2.0 29.4 5.0 0.0 BDRM4 a n w a c n 0 d 1 1 90 1.0 1.0 1.0 6.0 54.4 19.0 0.0 FAMILY a n w a c n 0 n 1 1 90 1.0 1.0 10.0 8.0 87.4 16.0 0.0 c n w a c n 0 d 1 1 90 1.0 1.0 10.0 6.0 54.4 44.0 0.0 NOOK/KITCHEN a n w b c n 0 d 1 1 90 1.0 1.0 1.0 6.0 54.4 24.0 0.0 a n nw b C n 0 d 1 1 90 1.0 1.0 1.0 6.0 39.4 12.0 0.0 a n sw b c n 0 d 1 1 90 1.0 1.0 1.0 6.0 47.4 12.0 1.3 a n S a C n 0 d 1 1 90 1.0 1.0 10.0 4.0 30.4 13.0 0.0 BDRM3 a n S b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 30.4 15.0 13.2 UP-LIV a n e b c n 0 n 1 1 90 1.0 1.0 6.0 5.5 87.4 28.0 0.0 BONUS a n e b c n 0 n 1 1 90 1.0 1.0 5.0 5.0 87.4 25.0 0.0 a n n b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 29.4 15.0 0.0 ,` wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 AC,CA E:1FilesIENGLE2002%8irchwood2681XBirchwood2681.rsr Page 1 MSTR.BTH a n n b c n 0 n 1 1 90 1.0 1.0 1.0 3.0 29.4 9.0 0.0 a n w b c n 0 n 1 1 90 1.0 1.0 10 3.0 87.4 9.0 0.0 MSTR.BR c n w b c n 0 d 1 1 90 1.0 8.0 1.0 7.0 54.4 36.0 29.0 BDRM2 c n w b c n 0 d 1 1 90 1.0 8.0 1.0 7.0 54.4 36.0 29.0 BATH3 a n s b c n 0 n 1 1 90 1.0 1.0 1.0 2.0 46.4 4.0 4.0 ,4�_ wnghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 /�� E:\Files\ENGLE2002\Birchwood2681\Birchwood2681.rsr page 2 I f:luc_1. 42X4c' A,',', -�1AB Lu W/ f on .NJ t+-JII—IICII.I; _ eppp Mom.. [1;i-BLDP, MIN O � Nu kane oyh�fdB f;f_I c�r�e r6.3RL_RIB 2• FROM 'N4AI' `� � w 66m SO Ifl[[ l!/1[drJ 2240V IPH 18.16 N- ri-F rn �y SECOND FLOOR ELECTRICAL PLAN "dr c c) I' h W W.- Q W H I VT � _� Q fir Rml -1) 2G0 0 12.12 i.c • s� 12,12 >.cd $ �• ,D n i IS D 4. - 1 �1 [,-yvr .cll coP 5" a,eo ao 185 �— 16• ac•la r« olow 9 Geaea �75 IIMYE Ym1 � FOYER S ��K AREA CALCULATIONS 1ST. FL UMIG IWi Y TOTAL UMNG feel 9 uaArE ue sr COVER On" 27 s 3124 Si FIRST FLOOR ELECTRICAL PLAN ^.[ ,nch" uro✓nl the J+r +'14n(err ner + [.tr r..r+.ty .[r P+. __ t.n� o r - .�u[n :ic•. val..^ Ru rir1:}— I a zY O Q� . In L mF— z --�— Z— O fn OJ (v) > (u O cr Q cli Ln 07 in ..: m W \0 (r) (\.I W Z Q ra o Tp i; U r � �fJ W M O 7 z O i N m Lu•• .. > z O Z p iii 3 J Q H m 1— Q O J O O Q fY m0-Jfnm0 nv r r_o 1. DESIGN .AP:� TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE. 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DING 409783. INTERNATIONAL SUII_DING CODE, AND INTERNATIONAL RESIDENTIAL CODE. JAMB/SECTION BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. WOOD JAMB - 605574-0001 LAG SCREW. 5/16 X 1-3/4 3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2 FIVE SECTIONS. 4. SECTION HEIGHT OF 20.812. 19.00 h 16.75 ARE AVAILABLE AND MAY BE USED IN COMBINATION TO ACHIEVE VARIOUS HEIGHT DOORS. `5. EMBOSSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE PATTERNS OF 12.50 X 43.375 AND 12.50 X 20.375 MAY BE USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE. 6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE. 7. USE THIS BRACKET, REF. P/N 405964-0002. ON 8' HIGH DOORS ONLY. 8. WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE APPROVED PRESSURE RATING CHART DOOR WIDTH 12' 10' 9' B. DESIGN PRESSURE 44.4 60.0 60.0 60.0 TEST PRESSURE 66.7 90.0 90.0 90.0 JAMB LOAD LBS FT 267 300 270 240 NUM. OF EXTRA BRKTS PER SIDE - 1 - - 7' BRKT LOCATIONS - 12" - - 8' BRKT LOCATIONS - 12" - - SECTION IMMEDIATELY BELOW THE TOP SECTION. 9. THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST BE CONSISTENT WITH THE DOOR SHOWN. THE STRUTS FOR THE ADDITIONAL INTERMEDIATE SECTIONS ARE TO BE PLACED AS SHOWN ON THE THIRD SECTION, 10. THE STRUT PLACEMENT DIMENSION ON ALL SECTIONS LESS THAN 20.812" MUST BE REDUCED BY THE DIFFERENCE BETWEEN THE ACTUAL SECTION HEIGHT & 20.812". 11. DOOR CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REQUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. OHD GENIE EQUIVALENCY CHART OHD DOOR SERIES No. GENIE DOOR SERIES No. PAN THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 SERIES GDS30R 24 Ga. SERIES 281 SERIES GDS200 25 Go. SERIES 38 i SERIES GD5550 25 Go. Sip (Va 3 1 /8n t\ I R 2" X 6" WOOD JAMB 2" X 4" WOOD JAMB ..D" OR EOUIVALENT ---7HORIZONTAL TRACK & COUNTERBALANCE 12 R OPTIONAL SPLICE IN Y HORIZONTAL TRACK AT I TOP OF RADIUS �405964-0002 -'--405964-0002 `1 046450-0003 54 1/2 1 36 20 1/2 S I 405964-0001 J \�405964-0001 STANDARD TRACK DETAIL FOR 16' SCALE: 1/16" = 1" ENE 1-1 ROLLER SHAFT BRACKET 405742-0001 (2 REO'D) 407605-0004 -� TYP 2 PLCS 061166-0001 TYP 2 PLCS 407605-0003 TYP 2 PLCS 061166-0001 TYP 2 PLCS 607935-0005 &- 405831-0003 TYP 4 PLACES 407605-0002 TYP 2 PLCS 061166-0001 --y �.968 TYP 2 PLCS 2.093 I VIEW "Pi-D" 2" TRACK 068 THK (VERTICAL) n 405771-0001 061166-0002 DETAIL "F" SCALE: 1/4 HEADPLATE ACK LLER �- DOOR WIDTH CENTER STILE I END STILE ROLLER SHAFT I BRACKET VERTICAL TRACK I STRUTS/SECT. I ROLLER I GAGE JAMB LOAD ( PER FT -HT) HARDWARE 16' 3 SINGLE YES 2 XHS1'065 2" X 7/16" 068" 200 I STD. NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF" DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOAD PRESSURE. '.HAFT FETTER DESC-l" DATE .Pvr C REV PER EN 10099 01 09 98 J D REV PER EN 11060 OS 29 02 u E REV PER EN 11205 11/12/02 DI oft "its ir Ty WILDING PANEL lii 1i✓+�i�j� SECTION MA TER FI L 4Ver earl Ano �- CBS � Z-zS o3 �B�l�s�, WEATHERSEAL SECTION "C-C" SCALE: 1/2 SPRING ANCHOR BRACKET 400650-0001 HS1 16'-0- MAX. WIDTH INTERIOR ELEVATION SCALE: 1 / 16'-1 " ME O-C WO/DR TEC.WIEil WFORWTRM ON THIS SHEET IS FNE PROPERTY OF O.ERHEAD DOOR EARp TIOH OR T SURSafUry AND IS IO.WED W CONFIDENCE FOR ENGWEERWG Y WMI A . SSSTWCE PVM-O5ES DNEi. N D WT NOT BE REPNODUC,_D OR VSED TO WH FA E •NYET .1 06MOSED HEREON WDN01R THE EMPRESS FKRN.SppH OF OVEWEAD DOOR CORFOW101H WHICH WY REU Day SHEET HT ANY 11WL BOTTOM FIXTURE E BOTTOM BARD IC SEE NOTE 4 L HS STRUT 07-s-psl --TOP FIXTURE END HINGE CENTER STILE <2 P/N 408680-0004,5.6 (3 PLCS) C TUBE STRUT AND STRAP 407603-0001 (9 PLCS) 409808-0001 dn TYP 2 PLCS 06 11 66-0002 TYP 2 PLCS - 1 7/8 THK. .,A.. SECTION "A -A" SCALE: 1/4 „F„ A 18 (7'-0" SHOWN) 8'-0" t t MAX. HEIGHT I i5 I 409334-0001 =1 '405771-0002 061166-0002 . -ESS OTHERWISE SPECIFIED AgHE..A a MWE . 180/28 i /381 ,D.tuS. Fzn]COAD --. .:-2 /37.5 PSF, - 16'-0" MAX TN.cHvo.s EP+aTFRz . a .w G.JBMOORE . - I I/i8/94 WTETEHL N/A CHECKED IN: ADA JOHNSON --r 12/01/947 e[R ©_ 408832 ♦PPUED fWiSH: NONE UHrt O< v(tiSFmE EACH /YPRO.EO 6Y: S.B000HER 12/01/94 3/8 1 SHEET 1 Or ; LETTER oCScavnOM DATE C REV PER EN 10099 I 01 09 98 D REV PER EN 11060 05 29 02 E REV PER EN 11205 11/12/02 .108 STK �--{--,070 STK 0 0 1 2-11/16 0 0 1 f L 2-13/32 P/N 409808-0001, TOP FIXTURE 2-11/32 .091 MIN I o 3-9/16 to � 0 0 1I o 0 1 2-7/16 P/N 405771 -XXXX, BOTTOM FIXTURE 2-9/32 070 MIN 1 -1 1 /32 I 27/32 F-- 1-3/32 ono �°�o oio 3-3/16 2-1/4 oDo .090 MIN 7/16 P/N 407603-0001 , CENTER HINGE P/N 405742-0001, BRACKET. ROLLER SHAFT 3 � � LENGHT= DOOR WIDTH L T 1.065 REF P/N 607935-0005, STRUCTURAL TUBING. RECTANGULAR, .065 THK END STILE WITH CLOSED END CAP P/N 408794-0001.2.3 �! SCREW P/N 60591 1 -0001 SECTION "B-B" CENTER STILE P/N 408680-0004.5,6 a j TUBE STRUT 607935-0005 AND STRAP 405831-0003 EACH CENTER STILE 2-1/4 5/8 .030 THK LENGTH = DOOR WIDTH - 1 P/N 400650-0001, ROLLED HS-1 STRUT O o O � 2-1/16 THROW 4 5/8 . O . 0_ JJ 0 0 0 I--- 3 P/N 409334-0001. SLIDE LOCK ASSY ORANGE CouNTY BUILDING DIV. L 1-3/4 4-3/8 1-3/4 .070 MIN 2 O 0 0 2-3/ B o 0 0 0 o 2-1/2 H 0 O U O -III-- 3-3/16 � .108 MIN .108 MIN P/N 405964 & 046450, BRACKET, SCAB FiRT NUMBER L" 405964-0001 3-1/4- 0.5450-0003 4" 7/16 DIA 5-1/8 (—� 1-13% 6 DIA 7/16 P/N 061166-0002, RCLLFR ASSY P/N 405964-0002, BRACKET, SCAB JOINT 3.00 � � � 3/4 0 2.00 T ° P/N 405831-0003 STRUT STRAP 7-9/16 END STILE WITH CENTER STILE REF CLOSED END CAP �� P/N 408680-0004.5,6 `2 7/16 P/N 408794-0001,2,3 �— I I }� 7/16 DIA REF L— 1 - 13/ 16 DIA REF P/N 407605-XXXX. END. HINGE PART NUMBER 407605-0002 .85 407605-0003 1.10 407605-0004 1.35 407605-0005 1.60 SERIES SELECTION GUIDE SERIES INSULATION PANEL I GAGE 184 I YES' STD .02.1�'s' 185 FLUSH 1.,.:.021 _ 186 I YES' FLUSHQZ.'=s_021 .. 188 I , STD:>."'= " :021 189 ': ANCFjlj-A& ; 281 284 'A 285 I ';fr. (2aNCN QtB 3814 385,N YE �'..'. RANCH" = _ P/N 061166-0001. ROLLER ASSY TP,-3 QQES NOT..,C "QJTEGRITY�OF i - :.TES ED'.;;�'`, SCREW" -STEEL HS-1 STRUT. " / 60591t-0001 P/N 400650--0001 LNLESS OTKER SE SPEUFI(D DK DRA�'NC A IM TECHWAL AM-ATION n ouomo.s ALa « FK,L6:TaLArm LN D fpHEAD D _ NAPE SECTION "G - G a S SHEET s lK PROPERTY OF LT£REawD DOOR CORPOnMION n Nqi wau OR n5 SUDSTWAY MID 5 LOANED N Lp ONCE FOR nN «v� a wETp6 • P 1R' Pf...v:.,f...mrlwpo TE'� G.J. 1.IOORE EN KMWC AND UUMAL ASSWANM PVF"SES ONLY. wfFRPL NOT RE REPRODLsm OR RSED TO w«OT.aurtE N/A O ECSCD Hf: ADA JOHNSON VMNNC DISCLOS— NERMN •nHDJT ME EXPRC55 • .�.t PERUMSIM OF OVEWIE/�p DOOR CTRPORATM R Km DAY . ® ma-M�PLIED RICAU THIS SHEET AT Mrc TIDE. EURSH, unn Oc uLISW[ NONE EACH APPIIOIED gy; S.BOUCHER 11/2 CAD, MO/281 /3E 25/37'.5 PSF. 16 -0 MAX ` D- 408832 V "Vic* 1. DESIGNED AND TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE, INTERNATIONAL 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 ND. 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. EMBnSSMENT 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 105964-0002. ON 8' HIGH DOORS ONLY. 8. WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE SECTION IMMEDIATELY BELOW THE TOP SECTION. ALTERNATE WINDOW STRUT CONFIGURATION- 1 HS2 ABOVE AND 1 HS2 BELOW WINDOW FRAMES. 9. THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH. 5 OP. MORE SECTIONS MUST BE CONSISTENT WITH THE DOOR SHOWN. 10. DOORS CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REOUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. 11. REFER TO SHEET 2 FOR SERIES SELECTION GUIDE. 12. JAMB DETAIL. TO BE IN ACCORDANCE WITH DRAWING 409783. JAMB/SCAB BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: WOOD JAMB - 605574-0001 LAG SCREW, 5/16 X 1-3/4 CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2 EMBEDMENT 13, ATTACH STRUTS TO STILES WITH 2 SCREWS AT ALL CENTER STILES AND 4 SCREWS AT END STILES. 1 OPENING HEIGHT (VARIES) SHAFT 1i (VARIES) OPENING HEIGHT MINUS II" 3 1/8 2" X 6" WOOD JAMB 2" X JAMB "D OR EQUU IVALENALEN T lT HORIZONTAL TRACK 1 I ! / & COUNTERBALANCE I 7� , 2 R I OPTIONAL SPLICE IN HORIZONTAL TRACK AT I TOP OF RADIUS 4C5964-0002 i 405964-0002 a7 046450-0003 36 405964-0001 5 STANDARD TRACK DETAIL FOR 9' SCALE: 1 / 1 6" = I" 72 968 I 2.093 VIEW "D-D" 2" TRACK 6 9 TRACK II / 1-1/2" RE j 11 I I 1I ♦ II j` 000 I I II 0 o Mill I � I I� I�I DETAIL 'IF" SCALE: 1/4 (9' WIDE) DESIGN TEST MAX. (ROWS Or ROLLER SHAFT VERTICAL JAMB LOAD PRESSUREIPRESSURE DOOR WIDTH CENTER I -ND BR ACK�I AT STRUTS ROLLER TRACK (LBS/FT OF HEIGHT HARDWARE (PSF) (PSF) (FEET' j STILES I STILE JOINT I I GAGE AT DESIGN PRESSURE) 37 I 55.5� _ 9' 1 1 SINGLE I Yr5 I HS2 2" X 7/16" TR3 1 .057" I 167 1 STD. r APPROVED PRESSURE RATING CHART _ DOOR WIDTH 8' 7' 6' DESIGN PRESSURE I 46.8 1 60 60 TEST PRESSURE 70.2 90 90 JAMB LOAD LBS FT 187 210 180 NUM. OF EXTRA BRKTS PER SIDE 7' BRKT LOCATIONSI 54.5" 1 54.5" I 54.5" 8' BRKT LOCATIONS 22" 1 22" 1 22" SPRING ANCHOR BRACKET `HEADPLATE //�SHAr*I 9'-0" MAX. WIDTH INTERIOR ELEVATION SCALE: 1/16"=i" SECTION "C-C" SCALE: 1/2 CENTER STILE P/N 408680-0004.5.6 THE D"WNAND /OR D/OR TECHMCAL NFORNAtIOH OH i 5 SHELT IS THE PROPERTT Or W EAO DOOR CORPD TW OR OS SUBSIOURT AHD IS EAN OED N CCHFIDEHCE FOR ENCNEEMNC AND WUTUA ASSMANCE PURPOSES 0-1.AHD NAY NOT BE REPRODUCED OR UASED TO IFACTURE nHYD11NC DISCLOSED HEREON "THWT THE EXPRESS PERUISSIDN OF OVERHEAD DOOR CORPORAPOH • CH NAT REAN CALL THIS SHEET AT Y TIME LE —Ea DESCRIPTION DATE APPRWA� - RFP PER DRN 400600 10 19/951 SB qEF CO 46a / N }� 8 56 g- os,w s w lwxkc: I 2--zs-03 ,z3g BOTTOM FIXTURE l_ 1 7/8" THK. (7'-0" SHOWN) 8 _v 10 MAX- HEIGHT UNE,n'S OTHER'NESE SPEGFIED aN EAHEAD p�R - , o NAME .'L4TE _�.._� DRAMNO.. tifLE:..: L 1 1vVfNDLOAD, 180 280 81, "i �--• / J..A PSF, 9'-0' MAX Dwrnslv.s oECPNE r,wwsoHs a_,< .RE N we Es:TwEa.Nas naE a.Nnws w v DRAW+ V: Pt VESSELS �A/28/CAS ;_ NA1CRUE: N/A CHECKCJ BT: S. BOUGHEP, ,�•" 10/19/95 ,APDRs DR.Nc 40 hu BER D 8950 PPUCD Fw6H: UHR O< FAAIRL NONE I EACH ROVED BY: S. BOUCHER I 10/19/95 ;CAFE, 3/8 sRm 1 OF NOTES .108 STK �.070 STK O O 2—lt/16 � o o F-- - 2-13/32 f� 409608-0001, TOP FIXTURE 2 9/32-� 000 3 3/16 o 0 t oho —{—.070 MIN ZI: 7/16 F (J 407603-0001 , CENTER HINGE 2 9/3z H" — .070 MIN (� OIJO I 3 3/16 f t o 0 O 407605-XXXX, END, HINGE PART NUMBER "H' 407605-0002 .85 407605-0003 I 1.10 407605-0004 ..I 1.35 407605-0005 I 1.60 2 11/32" .091 MIN —iF-- i1 I0 3 4/16" O O �lo 0 r----2 7/16" 405771 -XXXX BOT. FIXTURE F----= t t 1 /32 27/32 1� OO 0 I.090 MIN - I�-- --1 2.25 1 7/t 8 1_ 5/8 MIN. THK. �LENGTH = DOOR WIDTH - 1" If U 400650-XXXX. ROLLED HS STRUT ROLLEO HS STRUT CHART PART NUMBER MIN. THK. I STRUT 1400650-0002 .052 I HS-2 t o o o ( 2 1/16 O THROW E— jo— -::O�' 4 5I/8" o t o 0 0 3- 409334-0001 , SLIDE LOCK ASSY (OPT.) -{ 1- 1 3/32 I uL• 1 11 3/4. r 4 3/8 —1 I I 1 3/4" � o o U o O 2 1/2" O O O 2 3/8- H 2 1/4 —108 MIN —li .108 - O 405742-000 1 , BRACKET ROLLER SHAFT i/10 DIA 13/iG" DIA } L I--- ,D 061166-0002. ROLLER ASSY, TR-3 7 9/16- REF I i 13/16 DIA I REF 7/ 15 I DIA. } REF. 11 06 1 1 66-0001 , ROLLER ASSY. TR-3 O' 405964 & 046450. BRACKET SCAB PART. NUMBER I ILL 405964-0001 1.3 /4 046450-0003 1 4" O 405964-0002. BRACKET. SCAB JOINT �ANGE COUNT �UIl��IG ®IV - 0 END STILE P/N 409518-0004,5,6<2 /-CENTER STILE P/N 408680-0004.5.6 a I ,v7-, I STEEL STRUT O SCREW STRUT -SUPPORT P/N 605897-0001 408887-0002 CENTERED BETWEEN END STILE AND CENTER STILE SECTION "L.) ME OM-.G ♦NO/OR TEC .Ci INr0R141ON ON TH15 SHEET IS THE RRORERh' O< C RH 000. CORPJRA — OR Ili SUBSIWRY AND 6 L D w CONTTp[NCE FOR ENONEEIDNO WD WUTUti w V95 E PURPOSES ONL+. .WD Nov NOT BE REPROOMEO OR USEO TO —,�RE AN'RW- MCIOSED HEREON —O THE EYPRE55 PMISSION Or OVERKEAO DOOR CORPOIt4TOw wmCN RECALL MIS SHEEP M P TWE. Oaks idg e° PRO 30n`A Slt- gles W _ =- __ �f,TEp Sophisticated Design & v Dimensional Performance- h' Il Q T c, ntel , t c c•ol 1 - llcndsancl�ttl'tle- sha7loWS featured in Oalaid,e PRO 30 AR shinles acid depth and dimension to rutty- Tnrl asphalt shil' c -ith a tote h Fiber las' mat - COW at'e lumdcd tlr ethct-and covered in colorful. durahlesul-rac:• r:untle�. - - • Oakrid e PPO :.10 AP shingles cant a separate Algae Rc-siaance Limited • J0-year limited n-arranty - • Durable «eatherinc ride asphalt composition. — - • 70 itrtt bind Resistance Limited Wananty:' helps ensure performance. • Class A CL Fire Ratiu;- the industrys highest ratinla. Enhanced warmilr • protection and �o extended heiiud of non -prorated •� 0 Tru P)Otec•tion " cocerae of 10 years :. with optional S -steni Advantage '" o r ,•200i IMG •_♦ Limited Warranty:: Aw a a e a � r �A The Arch ileemral Series All O%%7ens' Coiiun, _U-c'll tectural Series products are desigiled and engnieered to lielp you create a distinctive, one of a land•' style for your homes exterior. ;Product Specifications Nominal size 13%" z 361/" Exaosure 5 Vie" 'Shinglei;per square 66 $undies per square 3 Coverage per square 99.9 sq ft Tested for Excellence ---' ` - AlI Ctwens Coming sninalsare liEavily tzsted to meet or -- -- - - exceed applicoble standards measuring fire coverage - I and wind resistance. Applicable Standards & Codes ASTM D 3462 ASTM D 228 - ASTM E 108, Class A ' UL 790, Class A ASTM D 3161 UL 997 ASTM D 3018, Type 1 Flerido Building Cade %MLITi,-now r`=' Plant Service Areas: 2. Jessup (South), MD :i 3. Jacksonville, Ft 6. Atlanta, GA ''See actual wcrrcnty for c'etai/5, limitctfons =nd requirements. 03/26/02 WE 15:51 FAA 4U'IJGUIJDZ ruA%.,Xouti.v PANVEST GROUP �f$ Itt n7 LEI CHU ENTERPRISE CO.. LTD. N. TAISH[1NG BRAN.Q ;j t m IF g In 4 9 41 No. 9, Rd.10, Industrial Parr Taichung City, Talwan 701:8864-359.3508 Fax:888-.-359-34.47 E-maT: letcltt, tirud not. February. 3, 7999 SUBJECT: V to 3"x .12U" Smooth or Ring Shank Electro-Galvanized Nail Wire Diamcter..120 +/- .001" Length:.975" min., 3.016" max. Head Diameter; .275" min., .375" max. Thread Diameter: (ring shank) .132" min., .135" max. Ring/Inch: (ring shank) 25 min. to 29 max. Galvanization: Electro Galv. w/ 6-8 microns chromate The above mentioned nails made for Interchange Brand meet ASTM641-92 and are Class 1 galvanized. rt� Z? 20e2 eB:22 FR OWENS CORNING 2-A 419 24B 7354 TO 913213481001 P.06i34 File-'R24'S; • Page'T1-1 •of i Issued: 6/15/2001 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 3/4 in. thick plywood decking material and measured 50 in. wide by 66 in. long. Nominal 2 by 4 in. dimensional lumber provided the support and rigidity required for handling. The plywood was secured to the support lumber wit.h'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 ia. 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 i'15°F) and in a manner recommended by the manufacturer. The panels were maintained at an incline of one vertical* inch for each six horizontal inches during application of the shingles. No adhesive other than the factory -applied adhesive was used to fasten down the tabs and no pressure was applied to the shingle tabs either during or after application. The panels were placed into a conditioning cell while maintaining the one in six incline at a temperature within the range of 135°F to 1406F for a continuous period of 16 h. After conditioning the panels were allowed to cool to room temperature again while maintaining a oue'in six incline. Two tests were conducted, unless the first test yielded unsuccessful results. RZSMTS - 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 Z) 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:Iib DMS Reviewed by: Douglas C Miller Engineering Group Leader TAMKO® HO•15 UL PRODUCTDATA Asphalt Saturated Organic Felt TAMKO• NO..15 UL felt features a premium quality TAMKO organic felt (non -perforated) that is saturated with asphalt r ;; ;_ •L Accepted for use as an undertayment felt to be applied over the deck prior to the installation of TAMKO asphalt 'i •r '" shingles. a'iCATL811lS Underwriters Laboratories Buitt-Up -` Type 15 Label ASTM D 226, Type l •3'ce`5 ,,f,rYi OCT 4� Roll Dimensions 144' X 362 }�r Coverage per roll 4 Squares r Laying Lines 2', 8-1/2`, 11-1/4', 1 T ::;,• 0.. } *All values stated as nominal CAUTION: The National Institute for Occupational Safety and Health (NIOSH) has corx,-luded that fumes of heated asphalt are a potential occupational carcinogen. Do not heat or bum this product. TAMKO ROOFING PRODUCTS TA WC*is a M&MrOd b8ft,tvk d TAMKO PAx* Products, trn. Visit our Web Site at www.tamko.com ow"I Central District 220 West 4th SL, Joplin, MO 64801 800-641-4691 Northeast District 45M Tamko Dr., Frederick, MD 21701 800.368-2055 Southeast District 2300 35th SL, Tuscaloosa, AL 35401 800-228-2656 Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Western District 5300 East 43rd Ave., Denver, CO 80216 800-530-8868 WATER-RESISTANT UNDERLAYMENTS Water resistant.undedayment is a product that -consists of organic felt :impregnated with aspbah satnrmt: Some water-resistant undedaymeats, :s4ch as CerialaTeed's:Roofers'-Select, also contain'a fiber glass rein . 'forcemenewhich increases tear strength and reduces wrinkling: Water-resistantmundedayment.was originally invented to keep the roof deddng dry until shingles could be applied: Applying this under- layment WaS originally zdied "drying -in. the roof." It was also. useful as a separation sheet between the roof sheathing boards (before 'OSB. and plywood' sbeets.were.used as roof decking) and the asphalt shin- : g1m This was impoitaat,becanse* i esiu `poclaets.in the.pine caused theasphalt to:degrade piematurrly unless the underlayment separated. the resin `and asphalt -from eachothei. Wafer resistant undedaymeails. made to :'shed -most of the water that ialls'on it unless it -is torn or punctured; Its ability to be water resistant is -temporary. As the sun degiades.the exposed asphalt the . :�niaterials.begin to drR absorb more moisture, Iose its strength and ':eventually begin to teat:.The_less aspbah used -to saturate the ender- :` Iaymeor sJieet during manufacturing; the shouter its.life Since asphalt most apesvve component sliingle utiderl2 meai, lower .hii�swill-have less asphalt and a -shorter life when exposed totbe sum I;ower priced shingle underlaymeat, for the same reason, is `� ~ ;also su6jecs to'severe.inkling when it -gets wet or eves just damp. eni is used'nnder asphalt shingles for. a variety of :.; reasons, such as:proviiling: "� Pickup for,'Fate !!*ding protectioe of the deck if shingles fail "fiom_�vi°d drivea.r '.The:lower the slope; the more important undeilapm'enEis;. flowsmore easily under shingles on _low slopes.= .y ♦ A protective biirier:to`the-elements between the time.the old shingles have bees toin..oif-and-prior to the new. shingle being applied_ .Ho mei;.the underliyment should not be relied on as a temporary roof system; .y.when the drip edge flashing is not yet in place It fs unlikely to: prevent leaking in the event of.... heavy wind and rain. + An agent to hide minor imperfections of the decking material and reduce "picture framing" of deck panels. :. •. Fire ratings (Class A or C).when.used in conjunction with shingles. INSTALLATION GUIDELINES FOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the installation of water-resistant shingle undedayment. These guidelines can be used regardless of the . weight of the underlayment. However, always be sure to consider the local codes. OVERNIGHT EXPOSURE If underiaymeat has been exposed overnigbt, moismm from dew should be allowed to completely dry before shingling over. If this does not happen, .the moisture will become trapped beneath the shingles. Wrinkling ran telegraph through%the shingle and make a good shingle job look terrible. The worsepait is that the job can look good when you leave in- the evening but the wrinkles can reappear the next morning when the homeowner.will notice them. While we've discussed undedayment being exposed overnight, it is highly recommended that the roofing contractor only tear off what he can shingle over that same day. This pr'meats the most common, underlayment intallation problems. FASTENER -TYPE:. CertainTeed recommends using nails rMther than:staples. Bails provide more resistance against uoderlayment tear.out: It is very important,.. whether hand nailing or using a pneumatic gun, -that the fasteners be driven flush. INSTALLATION METHOD:' Whea applying undedaymeatthe key fs to keep the product as. wrinkle free as possible. 1. Unroll the underlayment parallel with the eaves. The eaves edge of the undedayment should'go OVER the drip edge.eaves flashing, but go UNDER the drip edge flashing.along.the rake. . Figure 5-1: Applying Water-Resstant llnderlavment Along The Eaves And Rabe • . CbaDter 5 C 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 roofpitcbes above 7.12 consider adding a third row of fasteners, making each row 9" apart instead of 12" apart. Dennis Torback from Fulton, RS tells us. • "I always use Plasti Top nails on felt, .it resists tearing underfoot and has held up during an unexpected storm with high winds.' 2. Around the perimeter of the underlayment, place the nails 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 undedayment sheet into thirds. Nail along these two rows 12-15' apart Nail placement should be alternated so that one row places the nail opposite the open area of the first, creating a sort of zigzag pattern. This will result in a simple pattern with all nails being approximately 12-15' apart (See tips above.) Figure 5-2 Standard Nailing Pattern For Water Resistant Underiaymrent 3. Succeeding courses should be unrolled in a similar manner over- lapping the previous course by-2":.Be-careful-to-rog4t-ouEstr2igh�-- as the underlayment will tend to slide down the pitch of the roof and end up crooked. The spacing of nails in this overlap area should be approximately 6" apart, centered in the 2' area. (See tips below.) 4. If the length of the roll is not sufficient to complete the entire run, an end lap of 6" is required. We recommend two rows of nails 6" apart to hold the lapped edges in place. End laps should be located 6-8' from any other end lap that may be in the preceding underlayment course. WARNING When installing undedayment where hot vent stacks protrude (from wood burning stoves etc.), it is important to allow a minimum 2' clearance. Check fire codes. HIGH VM / OWRMGKr RECOMMENDATIONS: If planning to leave water-resistant underlayment exposed overnight, or for a longer period of time, or if high winds are expected, any of the following suggestions or a combination of them can be used for additional protection ♦ Use cap nails or tin caps. ♦ Decrease the nailing spacing recommended above, using additional fasteners. ♦ Nail 2x4 stringers across lap areas. DEALING WITH WRINKLES AND BUCKLES i Organic felts expand when wet They can wrinkle after being applied to a wet deck or if moisture is absorbed from dew, rain, or snow. If shingles are applied over an uneven underlayment surface, some of the wrinkles may "telegraph" (show) through on the finished roof: Of course, wrinkles and buckles can also result from incorrect installation. if these problems appear, several approaches are available to eliminate them. Fust, the underlayment can be replaced. Second, the wrinkles can be cut and repaired with patches and asphalt plastic cement Third, wet and wrinkled underlayment' can be allowed to dry out naturally from exposure to the sun. As the underlayment dries, --the wtmldesoften"ptttt dawd`and &FFML The best solution for wrinkled undedzyment is prevention. Applying high quality, well -saturated felt, such as Roofers' Select, - will eliminate many wrinkling type problems. Ask your supplier for the highest quality he can obtain. Do not assume the undedayment he stocks is the best available: Be willing to pay more for a superior. product The cost of high quality underlayment adds very little to the cost of a job and can often be offset by the savings from reduced rework and repair.'Instaders who insist on the lowest prices for uriderlayment 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 2-3 courses o underlavment then immediate applying Some Tips... p f g f � p the sbingles•to that area. Using this method they can sometimes reduce the number of fasteners used but they must work carefully to be sure the underlayment remains flat. Michael Saunders from Bath, NY suggests, "When doing a tear -off the drip edge can be reused to hold the edges of your newly installed felt overnight. " V Chanter i S-7 05/03/L002 09:45 3213481001 COLLIS ROOFING INC PAGE 02 05/12/2002 14:419 14078949412 KAYCAN ORLANDO PAGE 04 YCAN TABLE IV07—"-2 MINIMUM WlJtll{T MATERIAL. THIC"ESS Jim) GAGE I (It+) Copper Aluminum tainJess Steel Zg alvanized Steel 0.0179 36 (zinc coated GM inc Alloy 0.027 L=d 2 t/q fainted Tease 20 1507 3.93 Drip edge. Drip edge shall be provided at eav= and gables of shingle roofs. and ovcrllppVd a minimum of 3 inches (51 mm). Eave drip edgcs shall extend 1/4 inch (6.4 mm) below sheathing and extend back on the roof a minimum of'? inches (51 mm). Drio cdee shall be mechanically fastened a maximum of 12 inches (305 ri .1) on center. . vr.uu i.wiuu3� L-UUC Vrione Page 1 of 6 i,- ?�S5' �leS....C.:..�__� F.a^`•r-s'?^.d�..` �`. Submit Surcharge Stats & Facts Publications ' FBC Staff B (r�� Product Approval USER: Public User Product Approval Menu > Product or AppllcBriDn Search > Application List > Application Detail Application Type �01 Code Version x•B"F'ri"�'"oo" Application Status Comments �`57L Archived ; . BDU ,�QtJR 1aC!2�T. tY Authorized Signature i�S«�tilpil hTBt*'�E¢R��sa t........... Technical Representative Address/Phone/Email fir» Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) FL4668-RI 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 OFFICE Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Standard ASTM E1300 http://floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtAcGSvedS%2bbvQu... 3/28/2006 -gam - vi v Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved ASTM E1300 TAS 202 . Section 2612 HVHZ PI Method 1 Option A 09/14/2005 10/16/2005 10/01/2005 10/19/2005 En-cercyy- E-nrrj Systems ��iY� .4v!R j. :'fib a• . � •.,r.+-:Fo :�,� FISERGI-ASS DOORS-:) = N N N N N N c _ — = m_ �_ o_ �_ �_ m u•1 i 3:: 0 o N Ft 3:: 31: .ram. o 5 5 m 5 5 5 5 G 5 5 5 5 m 5 m 5 m 5 o 5 m 5 o 0 5 L= o I o 0 0 0 0 0 o 0 0 0 0 o O c o o 0 0 0 0 o g o c o 0 0 0 ui in' ua in in in C R c� R R R -':J, O— N Ic I4I< jRj-:!jj-2!jj, val.Nn K•I�IN .nIT T <I< < 1r]I UfI VfIKi v I< C�QIO a--1 lie" r� - - v - - u co o _-�ca �= om om om o 0 o mo om b I .n e o r Y K b K b +[ tD K b b b K b b b K b b b b b b .Ip K S � K c Jr-aIn nln n�r+.I rs n n n n n n ra n n nln�n n nln l o m m m o� m m m blra a' O "•� K K IT, K K K K _ K K b K K K m1�� m K K K _ C O r r n z O n ti r G N N � _ = L .a W e -I- —1 I I H 1-17 i—I 171 1—'1- 1-1. 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Jnma ¢..mm) m IT. lft rum Irmncy tamp, T 1 _St.—,�:Ots estDala Review Certificate CertiScate-:026447C :=1Ca_.-. . 7_1 toar :es- �:: �G u0C'.`uteD:=10II a? matt. "='or Door _ Deiow to de:e_ =— -- _ SiC' iOaQ cnL I7Z,,C2.�: ^ ^� _ SOeC:reC'"o Ca p'OLOco1 ?=no • �= ^r am r .I_ 1. ; -Or _nTjiica: 11-V S` _jo- 'J! ' :. ,'odor _-oduc::='e- o::�ance �a� I:�uai for :;� 'OQLC: -- _ 11rt -nC :7=.!C: .+.u:Ce1� ��::-a:ed �eiow. 1—S = Sa �e=P - -' -- - ' 1 / ' = O. S :i:a::Lie :es::�70:� OrJV1dCII - COL'Si_- w - TP .� aJVi l� ��.. •C :L� 1: �o��T��-�1 �ll.��r COP' - r V: - - ca la-.lai she _-e3 h eLt. �Ze 3� ached VIaso �'',e--,cer e: ,�n1L... r` �u:L�quety Ell De-ee by :)rDCUC- M.odes; provides co� 0-Or each ?-OCLc: mode 1 reVjew!", 1nCi1C:_::M2 zae i_2s: iab, - - �C�i IItl:�je:i =0iu3L nr v - :OL 3IlC 1L_s -Or Q_a11 load and ?zD11caDi* * OI �esr..�`1 -,�; _ Cows �L_ VLa:. - - - a= C aD!- iCeS '1uS, De_ EnterIIv End' Doors -ocuc: vt,Je--is: NNood- dQe Steel - 6 Door (_Mat-.1x S0'_ 11, C-00 ', Nfetal-Edge Seel Door ( Iatri� ,'3,0_6,41"r-002) Fiberglass Door (l4a=Lx=SE6,1.1 iL_;j0�'; .2a^ 170 dim.:: i.7:GtiNI�QQa 0, :he iP:= ::J11Qu=a_,-- 2TICi RCS M,:dee RO Li amDf _Or-e_i<Le•-: 0( :12P .1CIC J:LD%rLa ^ _ O ! e re-rieiM ORGuL'.eL WC° J71flr x cie:_•. ,mne i!t-^.: rT re_ .re :Orr_:. rwr;;c.^.ra."T.OW Ji"u`fe 1Ci.^. L^.Afie'' from r=3'te%� J`L:r ,. iex w., iOrJ.: :71TQt 7e'-0r77ifI7i:? 70^:lr on:y Lr.0 rzrcirr,�rioR or wares �e^.ems coon r�^r re;;ut�. JLZ71 1L?I!SOr_ r7olama_'_ APP,-16-2003 WED 03:49 PM TRIM PAK FAX NO, + Avr.I6. 200`S" ':23PM � 2 V To: PR;-MDOR DICKSON 615 446 7629 P. 02/12 No,791E P. 18/11 Masonite International Corporation TECHNICAL ADVISORY PD White Date: April 16, 2003 C*-of Oviedo, Fiocida (407/977-6U27; 407/977-CM5 fax) From: Kenneth R- Imhoff CC: D, Svnd (407/SS7.6234 fax) sr. PmjcctMw agar — Exu:rior Door Product-, R. Barry (9131982.0914 Lax) lcimhoff@naaonite.com 613/441-4255 o18cc 213/333-4171 mobile 615/446.7729 fax Subject: Air & Water Performance Results on Exterior Door Units Submitted for Permitting by Engle Homes. Reference: Product Approval Sheet's COP-WL-MA0101-02; COP-WLrMA0121-02 Indepantly Validated under the Warnock Hersey (WH) Mark. It is our belief that the exterior door units definod under the aforementioned certificate of -performance (COP) sheets comply with the mquiremetlts of the 2001 Florida Building Code (FBC), Chapter 17 (Structural Tests & Inspections). This unit was been tested in .accordance with Miami -Dade Building Code Compliance Office (BCCO) protocol TA202 performance guidolincs. PA202 procedures include eater penetration in ;._accordance vith ASTM E331 -.Standard Test Method for Water Penetration of Exterior 'Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference & air infiltration in accordance with ASIM E283 - Standard Test Method for Determining the Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Spec f ed Pressure Differences Across the Specimen. Mmnite certified test report noted on page 2 of the COP sheet (NCTL-210-1973-%2,3 / copy enclosod) 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 confums that this unit achieved an air infiltration raze of 0.03 cubic feet par minute per square foot of crack (cfm/ft2) for door units designed to swing out. Door =its designed to swing in achieved an air infiltration rate of 0.18 ef7n/ft'•. Thank you in advance for your further review of this information & lc. me know if you require additional information to resolve this subject. Respec ly Submitted, /Lw3 X Iz..I ►n.hO f f Haeonite/Premdor Ex'lerior Door Product# - One Promdor Drive - Dlckron, Tennessee 37055 ArTek, Cieticgnte. Celco, Colorado, Dccor, DorFab, Entergy, Evergreen, Johnson, Monterey, Oikoreft, PremVU, Rochman Univcreal, Royal Mahoczn,v Products, Spur, -Rite, spoeialty/Buylice, steelwood APR-16-2003 WED 03:50 PM TRIM PAK FAX No. + P. 03/12 Avr.1,^,• 2003 3;34PM, PR:-MDD"r, DICKSDN 0610 446 7229 Nn.191E P. 2/11 Premdor Entry Systems -3- NC'I-1,210-1973.1,2,3 (S)(F) STRUCTURAL RESULTS MCINMN NO IS (Outswin ) PARAGRAPH NO, TITLE OF TEFr MEASURED ALLOWED 5 2,7 Air Infiltration 1.57 psf (25 mpb) 0.02 CFM/F'Is 0.20 CFM/FTr 521 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meats as stated 52.6 Water Resistance (5.0 GPH/FT�) WTP - 8.25 psf No Entry No Entry 5.2.3 Unlfortn Static Air procedure Full Loads 114.0 psf exterior 0.041" 0.144" H 4.0 psf interior 0.124" 0.144" STRUCTURAL TEST RERILTS SPECi EN NO, 2$ (Outsvrino PARACR_APIri NO, T CTLE OF TEST MEASURED ALLOWED 5 2.7 A1r Inf1hsation 1.57 psf (25 mpb) 0.03 CFM/F7a 020 CFM/FTz 5.2.3 Uniform Static Air Procedure Design Loads (30 second durations) '76.0 psf exterior Meets as stated 76.0 psf interior Moots as stated 5.2.6 Water Resistance (5.0 GPRTrT % TP - 8.25 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.051" 0.144" 114.0 psf interior 0.147" 0.1W STRIXTURAL TEST RESULTS SPECIMEN NO 3S flnswin 1 PARAGRAPH NOS TITLE OF TEST MEASURED 6LLOWEn 5.2.7 Air Infiltration 1.57 psf (25 mph) 0.I S CFM/FT' 020 CFM/FTr -2.3 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meets as stated 5.2.6 Water Resiatan" (5.0 GPH/FV) WTP = 2.86 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.143" 0.144" 1 14.0 psf interior 0.039" 0.144" MUU-C�-LUUr- InU Uo,00 rn jr%irl rMh rMA NU, 4U1C01De64 r. UL/Ud Via_ U1NEER Na NEY)�tbl Vik-� Z) sa j Zn Profrtr--lomfl cnpine-srirl;; Services for Dtvelopar•e and Builders of Residential -Housing P.O. box 69S4 Tltutvilie, cL 32793 ' Phone (407) 2894US • Fax NWT) 2s9-S"S -NP'rlr'r. 0 rFnDi1 T ('CFPTAhr^7 L z t).100 K ii,sr;i Corporation 516 Dori �nma An;, Strect 11.0. BaN 42SO ;rial'+eciii, CaVomia 92803-41250 tri<r r Mode) D--Mg ;ttior_: j� wjyset S:rirs and T►:an Scrics (C71indricaI Lc.-ks) Maiituum Overall Size: 2-1;5" ^b core Shill a.I" Cross ro-_•( -3or-s4 Bst2a) General de�cripiium Gylindric:tl bore t,ps lock LZ i c ;1d cr,' Atrcrinn Test i,rlbs c! South Florid.l. Tes.1?.e_,oj-t ;;.t.7 (i212.G ;_06. 0212.04-96 signed and sealed U: «rilliar,: k Ter': Lord Desi en Lord i �,rt`rti<ianln (?.S'1'M F-9,42 : Prt-202) passed -T gassed i_nir.��i%titc;}� IniaaG. rP�-20t F=zd P=ed (i�lpacled as inseing unit) ,1 :zhlyvir?a+a'tp0'Iest 671 to=] c,clec _ ''r la�ilsei Series p�sitiv: 6a.0 pm 65.0'psf • F111i!!uc:Loiding t;t_ 671 total c7,•cles - I:wil:sc 'Series neratitc 96.0 psf 86.0 psi I,natiin� 7csi ti71 total c ^lc-s Titan Ser_s posit vc 96.0 ps 86.0 psr r311-t:t Cadinm Te, 671 total 1es Tit--, C-rks nee: vt�e 96.0 rm '96.0 ns` j):Slt?I:I't_sR:;eifaiing: Kmik;ct Series pass+ge - Posi.tive 6�,0 p:,r (JtT5 71tiG) ^nln {'requires F;.sl:a�s btilt) Negative 65.G pcf Deact*lt ?7;.si�1.1 Fr�ssv.c.kaiirt,: i:ti�'il.s� Series - :message 'Positilc 65.0 osf (JN5 WITTG) �nln ( qui. s p tsage bolt) Neoadvc 56.0-ps` Dtadbolt 1): stun I'. cs.^are PaunE: Titan Series -Passage Positive 96 G -Dsf (►'3uTSVIrING/ =•ntry (re�tut:.5 LLi5.3oe boll) Iv��3tiw RG.O ps.`, liIth..tllbaj'u ,f', '` _ T ''f'?G;{ AJNY) ANCnG1UKG' See re•rert: side thus paRe e. ' USE i40.40116 ' 1. 4r,f,rG ca f,',r LSC ir, 1cs tttio:u 3d}1^.iiri� r �e�� F to the S.B,C.C.I., S.r.i].C., S� .B.C. 5.otivard Edition and u•ht: t,+ ��,tr� -'! cqu:Tenitmts ae dc'te.rrnined by .ASC.T. 7 Minimum Dcl ipa Lords for Buildings And Other StnicTures do-s ncit 6t�. rressur satin-s iisiCd above. ` 2. The G-ak Testing of a Ic l: is not N:rtinent io suuctj:-sl pmonnanee ns r:l9tes to HarriCAne I Winch Cndc compii 3, M:ry b:: uvNl on doors tcsirdlo desi�'t% p:essurs ecual to or less l'nan flnor-- Fhown maovc. 4. Arepkation for building Nritu.t shall b-- accompanied by a cos; of t is approval. nuu—CD'Guur- Inu uJ.DO ri'1 Irtin rrin rhA NU, 4U10010L64 r, U0/uj INSTALLATION OP LOCli SETS PER TESTING A=cr_ptance �309400 t r--HARDw at• KWIKSET SERIE,! NC)-,-;--• TO EUILDINO INSPECTOR THES= KWIKSET AND TITAN SCHEMATICS ARE FOR FIELD INSPE-CTION PUP.POSFS AND REFLECT IIESTED CONFIGURA71ONS. DETAILED INSTALLATION INSTRUCTIONS ARE PACKAGED WITH THE LOCK UNIT INDIVIDUALLY, i PROVIDED • 1 _ I F THUMB TURN KEYED WOOC ScRcw �' f J IC" DEAD BOLT VV 2 3/ir or 2 3/4' STRIKE J BACKSET wECHANISu TO BE PLATE I I/v HANDLE SET. LEVER or KNOB. wOGO SCRF_w LATCHBOLT // 2 3/a'' or 2 3/4' STRIKE _f BACKSET ` PLAT` > PER HANDL SET TITAN' S;;PlES . I Ii,�GW�R_ �- iriIJME TURN PRWID;.D 2 / Un�thlN/I;c r SZRiw sc AM l\ �rr� w000 C w4oC ECREv �� •� DEAD ROL i 2 3/ fS' or 2 3/ r ^d BA2KSET WECHANISN TC BE HANDLE SET. LEVER KNOB.. � Ira. 11 o: arF; j � •'j q��4�\ ��cir e KUD 1 � ••� �jATCH DDLT W/ FLA7; NOTE TO BUILDING INSPrEC T 0 MECHAN!Sti!S WITHIN THE CLOL ARE OPTIONAL TO THE PP.IMAF MECHANISMS SHOWN. FOR EXAMPLE: A THUMB TURN DEAD LOCK CA.N SE SU'r2STITJTED WITH, A K_YED MECHANISM WITHOL INVALIDATING THE SYST=M. OXO I t t Glazed Outswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: c rtI Test Data Review Certificate 13026447A: 030264478; 13026447C and COP/Test Report validation Matra I302W47A-001, 002,.003;130264476-001, D02. 003; 03026447C-001, 002. 003 provides additional Intcrrradon - available from the ITS/WH woftie vnvw.eusemxO.cm),cite Masonite website w—:eu1SonrIe.=) or tie Masonne lecMipf renter. Note: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 6'8". 1' Single Door with 2 Sidelites Maximum unit sue . 9'0- x 61- Design Pressure +55.0/-55.0 Limiled water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant neouirements for a specific ouilding design and geograonic location is determined by ASCE 7-national, state or local oullding codes specify ine 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: 00 - 00 00 00 00 00 100 Sena 133. 135 series 136 Series Seies 1/2 GLASS: 51 00 00 00 00 00 00 105 Series 106, 160 Series* 129 Series* 12 RA- 23 R& 24 RA: 107 Series- 108 series 304 Series Series' -T1ds glass tit naY 2ISO be used In the fdllovAng.dear style: EyeOrow Syaw with scroll. O akcx-aff ARK" -R FIBERGLASS ENTRY DOORS D.... IIt�ti'1a41rne,.L"JI' JYM 17. 7p@ ow coNnune eropram of wma .nth--M mu.. y.tiSulioru. m.W .no W.da a. Wl .0j.0 to mm..vam.: nobc.. Oxo t l t r t Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: ao 404 Series ` � e e 109 Sena 114, 120. 122 152 Series 149 Series 300 Senes Series APPROVED SIDELITE STYLES: 13 129 Series 200 Series 12R, 121— 23R, 23L 450 Series 152 Series 149 Series 109 Series 120, T22 Series 300 Series 24R, 24L Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTEDIN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001. Florida Building Code, Chapter 17 (Structural Tests and Inspections). / &af�5 State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Test D4ta Review Cattlticte /3026447A: _ 03D26447B;13MB447C and COP/rem .. Reoan validation Matrix f=5447A- 001, 002. DM: R0264478-001, OM, ... 003: /3026447C-001, 002. 003 ....... provides raddlWal Intonnaaon - ava0able Item IN ITSA VH websba (www.etLsamaomn(, me Masorute weoslte (www.tmsordtem") or me Masortite teCmitat center. O akQlaff ' T•a,•r•d FIBeROLASS HNTRY DOORS PM EKw b :a Frtiu L—Dv. a ,.„�.�.Ir , •T trio►.✓vn�Ce/l len f • Ow CON—W erOgr m Of oromut :nor —rd m.k.. •p.dlcatIons. d"V n .rle proms M a 10 n i t e I n t e r n a t l o n a l C o r p o r a t i o n utso sub" Is WrtO. wa -a rote. OXO �� Unit -� IIIII OUTSWING UNIT WITH SINGLE DOOR -& TWO SIDELITES (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT A• < C BUTT HINGE 112 GAUGE) SIDE JAMB DOOR vAN6 1 IrIoR Yr HEAD WOOD SCREWS TO BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION OCTAL "" JAMBS AITACHEO lACI•Tp•BACI MUST BE JOINED USIAG L x 1?LONG CDRRAGATED iASTEMFAt LOCATED r FROM FACH fN0 MAl0AEU4 AN'" O.C. MAXIMUM ESTOP A00 OR I10 x T RAT - 1 WOOD SCREWS LOCATED r FROM EACH ENO AEAAMUM INC, Ir O.C. MMUMUM (ON CENTEFLUME OF STOP" TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY W000 SIDE JAMB (1•T/4' x A•B/16 WITHI 17 STOP HEIGHT MINIMUM( © I Pe x T are NG FLAT NEAR HIGH PERFORMANCE w00R SCREWS OR BUMPER THRESHOLD 13) £ LONG x I? (4-Qn 6' x 7/S STOP HEIGHT MINIMUM) CROWN WIRE STAPLES TYPICAL MULLION ATTACHMENT TYPICAL HEADER & SIDE JAMB ATTACHMENT Q� RMGEAJOINTED xRY WOOD �EE KE.QER O IATTH1•tI A -an 1 x s• Q MrTO J HEIGHT MINIMUM) I FI GEA-JOaM pl r LONG T RNGEA-1DIMTTD [0110NT WOOD f? QOwN KIN CRT WOOD FRAME MEADER TUi? O A.Yr WIRE STAPLES w�iw H? s�OH i WITH 1? STOP MEIGNT wwwM) _ HEIGHTMYIIIUY) (3) FOR 7'0• HEIGHT OR SMALLER (4) FOR HEIGHTS A GREATER THAN 7'R' ._ t B TYPICAL THRESHOLD & MULLION ATTACHMENT MGM PERFORMANCE BUMPER THRESHOLD (E wlr x TT STOP RNGEA-Joulm MEGNT am CRT WOOD MINIMUM) MIALAM T•t? x 4yr WrIM RMGER.OINTEO EIUI DRr WOOD SLOE JAMB 11.1N•; --Wlr tiH I? STOP HEIGHT MINIMUM) SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL EAacemolNc ATTACHMENT IOOW e11S OR EOUAL) RNGEAJOINTEO KILN a- w000 �� SIDEJAMB WrtN 1!r STOP HEIGHT) SIDELME PANEL A (el mo x rJ L_WOOD TRIM RAT MEAD Snrx t?YIN,) rTTMDIE 7 WOOD SCREWS. LOCATE r FROM IS GAUGE PIN NAIL$ EACH CORNEA AND ; Y<• LONG LOCATE14. O.C. r FROM EACH OUTSIDE NOTE USE Ito x r CORNER x 2-Y4. O.C. FOR MULLION SIDE FOR HORIZONTAL TRIM ATTACHMENT A 14'O.G FOR VERTICAL TRIM SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT SIDI FAA Wrf/ HIGH I&m WM1 �® M Ila x r HIGH PERFORMANCE RAT HEAD BUMPER THRESHOLD Test Daa RBNiew CemNnte /3026u7I1 WOOD SCREWS. (Amrx LOCATE 3• FROM MEJGM 4INErr STOP twM) 03026447B:03026447C anti COP/Test ReOan EA04CORNER. Valuation Matrix P3026447A-MI, D02. 003; NOTE USE I10 x r F3026447B-0Ol. D02. 001: P3026A47C-0OT, OOZ. 003 OTDNiQes aOdIGOna1 inlOtngGOn • iwiLED4 RAr NERD WOW SCREIAS FOR HEADER ATTACHMENT Irom Die ITSIWM weOSne (WWWeasamYo.COM). the MuOntle weos0e (www.mmnitB.COm) or ale MasOrote lerJtnicW r2nler. June PflEil•1`'�v� ✓� A" e.aNHL.HT I.... • 17. 2002 Ow FeIN.RHw, wct on III ealm I IRNNa.ENHeM RHMp toeoMGams, HSHPH MtD aHNRHC oeuN wplq I. mErtpE .BROW I1p1Ct. -.� o.....r o.... -///:�t�� :��'t/'/ r/�E/C/ M a s o n i t e International Corporation BACK BEDDING (DOW 995 OR EQUAL) l t I I t I GLASS INSERT IN DOOR OR SIDELITE PANEL i SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND �- 1/8' SINGLE PANE GLASS; 1rZ-, 3/4' OR V DOUBLE PANE; 3/4.OR 1' TRIPLE PANE INSULATED GLASS 118E SINGLE PANE GLASS; 1r£. 3/4' OR 1' 000BLE PANE. 3/a' OR I' TRIPLE PANE INSULATED GLASS HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 12'. 3/4. OR 1- INSULATED GLASS. /6 X 1-1/7 PAN HEAD SCREWS LOCATED 13.1/8- MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM MY.A DOOR 1-7/16' 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or aporoved validation service. lAr SINGLE PANE GLASS; 1/2% 3/4' OR V — DOUBLE PANE: 7/4. OR 1' TRIPLE PANE INSULATED GLASS 11/B' SINGLE PANE GLASS; 1R', 3/4' OR 1' +• DOUBLE PANE; 3/4' OR V f TRIPLE PANE T INSULATED GLASS �/ Test Data Review Certificate /30254.47A: /30264478: /3026447C and COP/Test Report Va➢dadon Maim 03026447A-oot, 002. 003: 130264478-001. 002. 003; 13C26447C-001, 002. 003 orovides additional inlonnation - available from the ITSAVH website Iwww.eosemko.cont), the Masonne �® weosite (www.Muomiexorn) or Me Masonile tecifract center. L.� e.ai�J.ae h�o June 17.2002 Ow c am q weg— of ruva,a vnsrortmi.rrc tn„n so.arwoan M a s o n I t e International C o r o r a t i o n aft" -4 Wo daw WefeQ to mane, .NWt fOla, P OX0 C,A 0 1 tlll� 1 Unit �� of SINGLE DOOR WITH 2 SIDELITES NP• TYP. CL I TYP. TYP. } 1 1 1 1 1 1 1 1 1 1 Tr 1 TYR 5'8" UNIT Vr UNIT 13-15/16, 17-1/8' MAXIMUM ON CEN•%R TYR t, FastenerI • 6 per vertical framing member • 11 per horizontal framing member Hinge and strike plates require two 2-12" long screws per location. • Width of door unit plus 112" • Height of door unit plus 1/4" r .r T T T T T T V"--k H'— Test Data Review Certirtate 13025447k 13(26447e: 13026447C and COP/Test Reocr, Vitidation M2161 03 6447A-001, 002. 003;13f026447B.M. 002. 003: 130254a'7C-MI. 002. 003 providez additittrul im0rm2110n - avalladfe from me rrS/WH weasim (www.edsemkaxann), the Masonite �® wcusnt (www.masortite.com) or me Masonite technical center. Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3244% 3249, 3254" or 3259 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. 'Based on required Design Pressure — see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include /8 and €10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-114" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. .. O ,I�i ealva. a, r,aw June 17. 2002 our conenauq I.Ceram ar o.am,a voc,oK,,,mt muo uralao.t M a s o n i t e International Corporation anw -M Oreeua O - -61 W to 0.1-" Vn ,mkt b i r vkvX-r, cis WEATh ERMASTER BvildrNq PQod UCTs, INC. Office 407-324-2080 fax 407-324-0503 df LABEL 1DRAWING is OR TYPE USED WITH PRODUCT tt 1 Legend of contents 2 GA 1 Installation 1450 Flange SH 1450/1550 3 GA 2 Installation 1450 Flange PW 1450 4 GA 3 Installation 1100 Fin SH 1100/1900/1970 5 1 GA 3/A Cont. Head And Sill Fin Mull 1900/1100/1970 1900/1100/1970 6 IGA 4 1 Installation 1100 Fin PW 1100 7 GA 5 Installation 1450 PW Flange Designer PW 1450/1550/1570 8 GA 6 Installation 1100 PW Fin Designer PW 1100/1900/1970 9 GA 7 Installation 1480 Flange HR 148011580/1590 10 GA 7/A Installation 1580/1590 Flange 3 Lite Slider 1580/1590 11 GA 8 Installation 1180 Fin HR 1180/1980/1990 12 1 GA 8/A I 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 420/4301440 16 GA 11 GEN D450 Fin Vert. Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1x4 Fig. Hz. SH 1445 18 1 GA 12 A I Mull Bar Load Chart 1x4 Fin Vert. SH 1445 19 IGA13 I Mull Bar Load Chart 1x4 Fig. Vert. SH 1445 20 GA 14 I Mull Bar Load Chart 1x4 Fig. Vert. PW 1445 21 GA 14 A Mull Bar Load Chart 1x4 Fin Vert. PW 1445 22 GAIS 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 1x4 w/lip Fin HZ SH 1447 25' IGA 20 Mull Clip GEN 0457 Fin Vert. Mull Clip 1448 26 IGA 21 IMull Bar Load Chart 1x2.5 Fin Vert. SH 1448 27 IGA 22 1 Mull Bar Load Chart 1x2.5 Fin Vert. PW 1448 28 IGA 23 1 Mull Bar Load Chart 1x2.5 Fig. Vert. SH 1442 28 IGA 24 1 Mull Bar Load Chart 1x2.5 Fig. Vert. PW 1442 30 IGA 25 JMull Clip GEN 0454 Fig. Vert. Mull Clip 1442 31 IGA 26 Mull Clip GEN 0459 Fig. Vert. Sill Clip 1442 32 GA 28 Mull Clip GEN 0456 Fig. HZ Mull Clip 1445 33 GA 29 Mull Clip GEN 0452 (>6) Fig. Vert. Mull Clip 1445 34 GA 30 Installation FEB. HEB. Fig. SH 1450/1550/1570 FE+HE 1450/1550/1570 35 GA 31 Installation FEB. HEB. IFIN SH 1100/1900/1970 FE+HE 1100/190011970 1 v -� , 3/6 : I 1 I r fn � lIM/3fASerls rM/ItarYowtal 1"T 1444 iso Seim 1"Ons"Sarlrr< Fr xntt„r I..yvv ••'.� - PIMNP/Verbeel U42 FINNON/Vw1oa1 1"G h,nlrrrA :II•a6;1O•C cJj8 u111n:IS =Icrge window #.ubn rn.11l Iffr Hu,1%;C wi^dvw :J:IC —.-•1 ,a war., 'n.Wnc TL,'.p•c R-aw3 i- Verl::ol S:•,:CIU'01 Opcwie01 I'm ,,,.rl'r:r:l-gtr.jcWrd aoPliL:c;l•w _ lur a ar,I:,iry:: x `e• n:;- wi,d nl a;, 1; n ucc opul'co:re-. �. u 5a wi':dows. of nll f nAge. «,ncow-. ' /9' Adds 1/8' to 0or-C.nq. Ace; ' /5- ;u Ujc^•r,y Adus r.o k,rrinr, rt -( I �•w flL 1 /7 O.t1 I.M j Mo1Vffr�414bMu wir _ .sfuv..w.w•>Mr \ rhori4l I f1 VM•er TM Ika/ Mraatel 1149 �'�-� ,�.- m:..••, -. OFFICE I +In uaarttw w wvw eet. Voraost Tv*e M/ Muaet S4" . J LIM 140wim swim P"neen MrM S"s 7fLrq' YWOW Itrwjw 4 Ar Isla! Is1� t�l -•e.. .. lun.;. •r. r.•; I W ,•, Oorn e• Fin Am, 1 1/A' :n lloera•C, 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.floridabuilding.ore under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders I ONE BY WOOD - eucx BY ORER CAUL( BETWEEN WINDOW FLANGE Q MOOD BUCK 4 PERIMETER CAUL( BY OTHER was -- EXTERIOR SLL SaL PERIMETER BY or," PRE. CAST �L� BY OOIE15 SECTION 1 90M AS REOU NOTES) ONE BY WOOD(SEE BUCK BY OTHER INSTALLATION ANCHOR. DUCK WIDTH 1 1 1' NI T. FLANGE TYPE CAULK BETWEEN WINDOW FRAME JAYS SHIM AS REOID. WOOD BUCCK (SEE NOTES) MASONRYOP BY~0 a INSTALLATION 4 T ANCHOR / PEROM TER CAULK_ 4 BY OTHERS CAW( BETWEEN 'M 00TM WOW BUCK R MASONRY OPENING By 0111fR9 EXTERIOR I CAM BETWEEN WINDOW FLANGE • PK CAST SLL WITH VIAXEM 116 ADIESTVE CAL" OR APPROVED EQUAL WINDOW GENERAL NUM 1) 91M AS REO-D. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX ALLOWABLE SHIM STACK TO BE 1/4' 2 WINDOW FRAME MATERIAL.NLMNUM ALLEY 80" 3 CAULK BEHND NNDOW FLANGE AT HEAD AND JAMBS.SILL MUST BE ATTACHED TO THE SUBSTRATE NTH VTJU(EN 118 ADHESIVE CAULK OR A'PROVED EOUAL 1) APPLICATION OF VULKIM f1B ADHESIVE CAULK AT FRAME SILL MUST COMPLY NTH SEALANT MANIFACTERER'S RECOMMENDATION S) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE B) CLASS TIICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 aASS CHART SINGLE CLASS IS SHOWN, INSULATING MASS IS ALSO QUALIFIED. C"" BETWEEN NNDOW FLANGE -3 WOOD BUCK SECTION 2 G.A. 1 1 I SS9 ANNEALEDCALL 3 WINDOW GLASS 011 OEM TAPOON ANCHOR LOCATION SZE SIZE (INCITES) PRESM PARE LOCATIONS CAPACIFY N PST CAPACITY N PSF 16 1/1 ■ s -a -a -IN If -as AO F.4NJ 3/1 -T7 -77 -107 -ml AC FAA 11 t6 1/0 • m 6/1 -a -a -1N -1 . AC vu III 1a 6A -9 -m -Im -i 0 A.c f 1He 166 1/1 ■ a e/1 -m -al-117 -117 AC ►.o,1u 10 to ih • m -10 -10 -la -137 AC D.V.n1U 16 If t/0 • 72 -40 -40 -110 -110 AC 4LroM) 17 10 I ■ M - - -IDI -104 AA D"A)U IMf b IR ■ >! -07 -01 -130 -IL AC f.4)U IK3 b 1/I 31 1/1 -a -a -10r -ta AC rnlu 1N. b 1/f . m 0/1 -17 -47 -I01 AC r.alu IN,/ 7. 1/2. 61 0/1 -11 -M :,tM 00 -Im AC I.41U II1116 n 1/2 . m 0/1 •-43 -13 -100 -Im AC r,4W IND n 1/7 . 63 -40 -10 -61 -61 AC r.4/U on n 1h . n -40 _10 -m -m AC r.41U Im 1 • - I - -a -a AC 1 1.4)U 304 30 I/7 . s -50 -N -113 -"3 AC r.4)LI 30a1 30 IA ■ >e 7A -17 -47 -00 -m AC r.41U 300 30 1/1 • m 0/1 -41 _11 -m -70 Ac GALL! 30.N1 m 1/1 • 61 e/1 -/0 -10 -FF -n AC ►.0/U 30N46 SIT1/f . m e/1 -40 -10 -m -m AC /.wU d 30 30 1/2 . u -40 -a -m -76 AC r.41U 30A 30 Its ■ n -40 -40 -71 -11 AC FAM - - AC r.01U n 37 x M -01 -0t -a -a Ac 1,0)U 23 J7 x 0 3/0 -40 -10 -67 -6, AC RQMI 71 A x m 0/6 -40 -40 -07 -01 AC r.QHJ 1N+ 37 x er 0/1 -40 -/0 -00 -60 A. I,QNJ f11e A 1 m 0/0 -40 -40 -m -m AC r.nlu m n 1 63 -40 -40 -m _w AM I,Nu N 37 x m -40 -40 -m -m AC r•wU -m -m AC TALE !m s1 R S -N -M -M -16 AC f.4N1 N' 17 x >♦ 3, -40 -40 -.0 -40 AC r.n"N 616E all -40 -40 -/0 -40 �f.wu6 N2IN x eW d 1 J -/0 40 -10 16 -10 10 -40 -10 AC A1f1/6 ONI IM3 tlII L -10 -0-10 -40 ACC I,6Ml Ifn 1! 1 n -10 -10 -10 -40 AC r.41U 1611 1 1 01 -40 -60 -10 -40 AC r.41U 1820 10 1 s -M -NO - - AC r,6NI M7 fe x . 3/1 -10 -10 - - AC F.41U 1m0 M x m 0/0 -40 -40 - - AC r,OJU 16111 /0 11 N 0/0 -40 -40 - Ac r.GAI 1614e M x m 5/0 -40 -40 - AC 41 r.0 4053 10103 -40 -40 - - Ac r.yu 4m Ae I rJAIU 32 63 1/1 ■ m -10 -16 - - AC PAW 33 67 111 ■ 30 0/1 -10 -10 - - AC ►AMU 31 03 1/1 ■ m 0/1 -40 -10 - - A0 r.nllJ 31,1 m 1/1 ■ 61 5/1 -/0 -40 - _ AC r.4W 3N6 m 1A x m OA _p -40 _ _ AC "WU 30 63 IA 1 63 -40 -40 - AC V. 301 m 1 -/0 4c r,4)U mom 1) 11E All= Ala Pa7M AM ImLM lTllUCNI/L m01 LLMW rNIM R6PAxAWA AKKYM A IMK MDT am OAI'm r 10IMLD Or amI rOOVIMxR Inreln I11R IlM a10 1mrAxa tm AEf11mIT V is or C�NRIS 1'Ot<TM OOOI 1OA00 WILL R Dim ICI 10D ►f O�U�[1 N alGl TM PNOft1t OI I `,SALL�666II h 14 tO MOMafty TUt17T�i ILDOM 10� OLI i Old 7M0110 rlMl�x rz 6f yJ� AT l0 AMA SOAP a OIJRL ` 5 E F L IIIIr 1) IF IQEWY EUMN m on i "" Lam AAMom CIA". UK AMD1a OIAMIm Ufim 1 i 1 RM MO[t LMQII a l01 TK MFIa10Art 0[fOM F1011K Im}D /( '• YLA JOB 021E ELEVATION NO.42371 i YOOSEF LAVY, P.E. 1P{- VIEWED FROM EXTERIOR : e ♦ S CONSULTING ENGINEER @M Tarter LNG aft A 108 1a 1 0i r • Oi LE 11O • IA r 11IQ • W B }lel �0 STATE OF ''�DALLA!%TDM 701/7 ASSEMBLY DRAWING 'I1' .• FL OR I�'..' �?= T. (211)710-P:0010 GIN 7 OEM IIm/lem/le1 E m 31HUMP ■DOM ,IMNr/O NAL C _ AR IP N/A I N1jLI6INLS�`````, 12/6/03 8 NSTNAOoN 11s0 G.A. 2 1 COMPARATIVE ANALYSIS & APOON ANIM OR LOCATION CHART CHE BY WOOD SSII ANNEALED 3115-CLASS SUCK BY OTHER VANDOW CLASS DESIGN DESIGN TAPON ANDIOR LOCATION NSIAWITCN ANf)IOR. CAW( BETWEEN gUpO WIDTH'_1 1l/{�' MIN. PRE$911if PRESSURE LOCATIONS CHE BY WOW WOW BUCK St EMBEDMENT SIZE (INCHES) BUCK BY OTHER MASONRY OPENING 9/N AS REDID. NNAGITY N PSF (WAQTT IN PSF BY OTHERS SEEEDI MHCE TYPE (SEE NOTES) I} x is 137 -137 to -in AD r.nN4 CAULK BETWEEN ONOON Q INSTALLATION i7 x 71 w -w lw -1» M r.ojtJ FLANGE t WOOD SUCK Q 1 1 /4' 1111L WINDOW FRAME e 4 AH610R i} x 30 14 -1. 1» -too An ia) Q E3N�m►mN1 17 x M. w -41 137 -IN M 1} % a N -al 137 -137 AA I.QNU i1 x » at -07 - - A! F.wu 17 .4 77 Be -Oa AJ! I" 1/ x 1/ log -iw 1» -I 0 AC F.QHI as �11 130 -I3a AC rAMI GLAZINr (Dr. t/ x 30 3o -00 173 -113 AC ►.WU PERNETER GIAX� SEE NOTES) WOOD BETWEEN is x a 41 -4 its -its AC r.Wu BY OT1Ot PERIIICIFR GUNK 4 �� « • [0 -40 1w -Iw AC FAM BY OTHERS MA9TNRY OPENING la %» b -40 AC r.m la /7 4• -a AC F,Q1U rlA1NE WAL BY orHEAs }4 Ile » -Oa ib -130 A. H�EjA�OQE,IAi ►RAME SHIM AS REOb� ..17s MOTH 74 174 : -6! 11 -Im AC F.QHi (� NOS) EXTERIOR 24It 3"a 4400 -40 a -a 4C r►.au EXTERIOR CAM BETWEEN � N 1 N 40 -40 » -a AC f,oUu WINDOW RIiNGE — 74 1 w 40 -40 AC f,Wu DUCK 14172 a -40 - - AC r.wu HEIGHT WD00 �« 32 1"1s° 47 -417 120 -120 A►.a1u 3774 41 -4»-w AC rnN3 a -40 /.QN3SECTION 2 n" a 40 -40 -» AC Ewu 1a a m-sua -40 � a iWD0Y�rE mSILL VANDOW 40 -40 - - AC rANI MDTI1. 30 1 i• 41 -41 lie -Ns Ac F,aB4 PERIMETER 39 1 24 40 -40 n -ID AC r,aUil >t 1 30 40 -w 73 -13 AC r.OHU BY OTHER A C B 38 1 m 4a -a q -n AC r•H, >t I q 40 -40 40 -48 AC I.OMJ Y 1 » 40 -40 - - AC r.aHu D - E 34177 40 -40 - - AC /Aw Y 1 11 40 -4D 109 -105 AC r.QHI T7 V Owe i 30 a -a m -m 'e sa u C a MIRBEL SILL STOOL _40 _ c Ox"i PRE CAST SILL � AL r.cUu BY OTHERS 48 a » 40 m b -40 - -- AC 1.6/U BY OTHERS CAULK BETWEEN WINDOW WINCE a 1 77 40 _40 _ _ AC r,WU L PIS CAST SILL WITH vuLxEm 2 115 ADHESIVE CAULK OR VANDOW so 1 tI a -a 1a -ia we r,W14 SECTION 1 APPROVED EQUAL "- - / I HF]CTH so a u 40 -40 » -» AL r so a >o a -40 a -a AC ."i eo t a a -40 40 -40 A. F.IU U w I {/ a -40 40 -40 AC F.w s0 I w 40 -40 AC r.WU CE2ENAL Ni2>Fsc 77 tie a -40 Im -1" wt FAUU 1) Wit! AS REQb. AT EACH INSTALLATION ANCHOR WITH LOAD FEARING 9WM. MAX 77 a 14 a -40 at -at AC F,0.1u ALLOWABLE SWIM STACK TO BE 1/4' f - G 72 1 30 a -40 a -40 AC F.oHJ 7) WINDOW rRALH MATERIAL ALLOY SMl 1722 7 1 }a a -40 a -40 AC 40 -40 40 -40 AC F.CLNJ 3 CAULK BEHDND WINDOW FLANGE AT HEAD AND JAMS. SILL MUST BE ATTkCIED n ,1j p a -a - - AC rAW TO THE SUBSTRATE NTH VULKEM 116 ADHESIVE CAW( OR APPROVED EQUAL 4) APPLICATION OF VUUOM 118 ADHESIVE CAULK AT FRAME SILL MUST CNNLY MTN SEALANT a 11• - - w -ss Ae r,QHI MANUFACTURERS S RECOMMENDATION. j 04 a 74 - - y -a Ac roNI S) CAULK PUMAETOL SEAL AROUND IDOTF7a[R OF MHNDOis rLANCE. ELEVATION IN 1 30 _ _ 40 -40 AC I.Wit 6) CLASS Ti00:1S MAY VARY PER THE REQ IFOU NTS OF ASTM E1300 CLASS CHART. µ 1 311 4400 -a AC to u 7) THE ABOVE ARE POSITIVE ! NEGATIVE STRUCTURAL DESIGN LOAD FRCM •COMPARATIVE » 1 1a - - » -» AC I.nx4 ANALYSIS At HAVE NOT BEEN CAPPED BY RESULTS OF WATER PERFORMANCE 1ErnK VIEWED FROM EXTERIOR + ``VNVeNNNNN}1jN w [ Is - - » -a Ac r.WN1 WHERE THE WATER RESISTANCE TEST REQUIREMENT OF 15 W OF 0E9CN LOAD APPLIES - 5 E F L NIIt s»i s - - 4400 -a A. i:� DUEPOSITIVE DESIGN LOAD APPLIES POSITIVE OE9 A LOADS WILL BE IIYTFD TO 10.0 t'g •,6� �p FI - DUC 70 WAIFN LEST PIRS4RNE � SO PS%. AGSV[D N 1LST. � 7 w [ q a -a AC r.Wu B) INSTALLATION OF FLANGE FRAME WIDOW N CONCRETE OR MASONRY OPENING USE 3//1�a' i� DUL TAPOONN ANCIUM OF SLIFTEC1041 LENGTH TO PROVIDE NON. 1 1/4- EYBFDMMT N10 SUBSTRATE AT LDCATKM SWIM ON GHARE, S No. 42371 YLA JOB /D{-021D Y) SEE ELEVATION FOR KEY ro TAPooNN LOGTHws , y * e< % YOOSEF LAVY P.E. 10 W EXACT WINDOW NS NOT LISTED N AN CHART, USE ANCHOR QUANTITY USTED WITI NEXT LAIMA SZE. FOR THE APPROPRIATE PRESSURE TECID. tb1NMTTtO ENGINEER p 1aaTai/HHa•a•ai►a uW•ribBWe•EirD 7Mn • ,� STATE OF seso fUWr EARL tut[ /Los • 4!.OMLAi TOW 7a74J ASSEMBLY DRAW") F. 'I ' �(0 FL10'' (7 4)MO-aw1 F..(Z14)340-em7 oeo IWO m rcmw "am 7 fJ AR HR --------- — -- - --- - _ 12/10/03 f3 MPR 1O1 l4� IR SHEATHING CAULK BETWEEN nN BY ODIER to SIIEAIINC _ 1' MIN INS IALA TION ^ EIABEDMEN T ANCHOR ' \ III V PERIMETER CAULK BY 0 FIN IIPE MNOOW FRAME HEADER FIN SSILL WINDOW HEIGHT PERIMETER CAULK) BY OTHER I 9� IF REOID / 1 INSTALA RON ANCHOR SHEATHING / BY OTHER— 1' MIN. EMBEDMENT SECTION 1 FIN TYPE WINDOW I JAMB -WINDOW WIOIII V EXIERM PE BY WINDOW_ WDH. 24'�D.C. / MAY.(1YP). T. CAULK BETWEEN WINDOW TIN R SHEATINC S E F t N'4NN h I L No.42371 i P ,• � W i 0 ' STATE OF W ., � •. [GRID. J• BEN .r7 E� TNNI'4o 14 ' 41 2 X WOOD BY GIVENS CAULK BETWEEN �- WINDOW FIN R SHEATHING I'MM. EMBEDMENT SHEADTING BY OTHERS INST.ALATION `ANCHOR CAULK G.A. 3 COMPARATIVE ANALYSIS do TAPCON ANCHOR CHART WINDOW. DESIGN PRESSURE ft j e 5(" MAW OF M 111M SIZE INCHES CAPAUTY N PSF AEON N FPM AEOt. N FIM 7RMW10 ■ 30 100 Too : 2 : : 2 3 1e . 40 eJ 83 : 2 ] 2 2 3 Ie v 50 03 63 2 2 3 2 2 3 16 ■ e0 50 50 2 2 J 2 2 3 20 v 30 ea 66 2 2 T 2 2 3 20 v 40 73 73 2 2 3 2 2 4 20 ■ 50 59 59 2 2 3 2 2 4 20 ■ e0 46 46 2 2 3 2 2 4 2e ■ 30 57 57 2 2 2 2 2 2 28 ■ 40 52 52 2 2 3 2 2 3 2e ■ so 4e 46 7 2 3 2 2 4 26 a 60 40 402 2 3 2 2 4 30 . 30 52 — 52 2 2 2 2 2 2 30 ■ 40 49 49 2 2 3 2 2 3 30 ■ 50 43 43 2 2 3 2 2 4 30 ■ 60 40 w 2 1 2 J 2 2 4 3e v 30 41 41 3 3 2 2 2 2 3e v w 40 40 3 2 3 3 3 3 36 v SO 40 40 3 J 3 3 J 4 38 c 60 40 40 J 1 3 13 S w■ 30 w 40 3 ] ! 3 3 2 40 ■ 4040 40 3 J l J 3 3 w■ 50 40 40 3 J 3 J 3 4 w a 60 3 3 3 3 3 5 1. 72 _ 40 40 3 4 4 4 1 GENERAL NOTES: 1) SHIM IF REOUIRED FOR LEVELING. 2)) WINDOW FRAME MATERIAL. ALLOY 6083 J) CAULK BEHIND WINDOW FIN AT HEAD ,SILL & JAMBS. EQUALLY SPACE 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE ANCHORS (TYP.) 5) CLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHART. SINGE GLAZING IS SHOWN. INSULABNO GLASS IS ALSO QUALIFIED 6) WIIERE WATER RESISTANCE TEST REOUREMEMT OF 15% OF DESIGN LOAD APPLIES. PC9TIVE DESIGN LOADS WILL BE LDATED TO 40.0 PSI' OUE TO WATER TEST PRESSURE OF 0.0 PSF ACHIEVED ON TEST. 7) INSTALLATION! FIN FRAME 1WNDOW IN WOOD FRAME OPflONO WHIT TWO BY WOOD :ITUDS USING .090 INCH. DIA. NAILS OR f@ SCREW OF Stff"CENT L04G. TO PROVIDE VON.I' EMBEDMENT INTO SUBSTRATE. 6) IF EXACT WINDOW SIZE IS NOT LISTED M ANCHOR CHART . USE ANCHOR QUANTITY LISTED WITH NEXT LARGER 92E. 1--W*J -] I_ ELEVATION VIEWED FROM EXTERIOR B' MAX.(TYP) • P,rry rw I161 t. 12N1E k • Ta1NEel a aeEE • III b IIg9 • Dnia, D ri111 TWO BY BUILD DOWN BY OTHERS CAULK BETWEEN WINDOW FLANGE k nLL STRIP--1 SHEATIING BY OTHERS PERIMETER CAULK BY OTHERS FUWGE TYRE WINDOW FRAME FLANGE TYPE I`vra� WINDOW FRAME SILL PERIMETER CAULK BY OTHERS CAULK BETWEEN WINDOW 7- FLANGE & WOOD BUCK e D a CAULK BETWEEN WOOD BUCK R MASONRY OPENING BY OTHERS SECTION 1 CAULK BETWEEN FTLLFIRSTRIP R BUILD DOWN BY OTHERS i 1 1/B, MIN EMBEDMOJT nuERSTRIP BY OTHERS. SHIM AS REO'D. (SEE NOTES) INSTALLATION ANCHOR. BUCK '--GLAZING (TYP. HEIQIT SEE NOTES). J.A. 5 GENERAL NQ,LES. 1) slam AS REO'0. AT EACH INSTALLATION ANCHOR USING LOAD BEARING SHIM. MAX ALLOWABLE STACK TO BE 1/1. 2) WINDOW FRAME MATERIAL ALLOY 6083 3 CAULK BEHIND WINDOW FLANGE AT HEAD, ALL R JAMBS. 1) CAW( FOR PERIMETER SEAL AROUND E OERIOR OF WINDOW FLANGE. 5) GLA`.'S THICKNESS MAY VARY PER 711E REQUIREMENTS CF ASTM E1300 CLASS CHART SINGLE GLAZING IS SHOWN, INSULATING CLASS IS ALSO QUALIFIED 8) WHEFE WATER RESISTANCE TEST REQUIREMENT OF 16A OF DESIGN LOAD APPLIES, POSITIVE OCSI:N LOADS HILL BE LIMITED TO 40.0 PSF RUE TO WATER TEST PRESSURE OF 5.0 PSF ACHIEVED N TEST. 7) ITY16" TAPCON TYPE INSTALLATION ANCHOR MUST BY OF Sa NT10INT LENGTH Id PROVIDE A MIN. 1-1/1E&MELI EMI INTO SUBSTRATE /8 WISTALLIITON SCREW AT HEAD AND JAMBS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE 1 I/8' ION. EMBEDMENT INTO WOOD FRAMING, 3,,10- DIA. TAPCON ANCHOR E FB INSTALLATION SCREW TO BE PLACED 6* MAR FROM CORKERS • 24• MAX O.C. MAX BETYKIIL. 8) BUILD DORM AROUND THE CARVE PORTION OF IDNIM FRAME TO BE DIRE RED BY OTHERS, BUILD DOW MUST BE OF MATIMT STIWHOM TO ADEQUATELY TRANSFER LOAD FROM WINDOW TO THE STRUCTURE. 0) ELEVTHIS PRODUCT TO n� TWOTWO�CONFIIGURRATIAO M ST MIS 1S�EE0TT PPlT�1E8�TOroLIMIT ALLL co nCURAMONNS OF nIlED WINDOW FRAMING SYSTEM. i0W :TH —� ELEVATION Q 1 1/1" MIN EIMBEEMENE VIEWED FROM EXTERIOR �..•V•VV11111, S E F l 111, INSTALLATION .� 1� i ANCHORS H.,. 12271 i i T STATE OF •••TOR10P•••V �� SHIM AS REO'D (SEE NOTES) FLANGE ME i I/4 SON. WINDOW FRAME — ~EMBEDMENT CLAZING OT ES • SEE N INSTALLATION l A HCHOR. CAUL BETWEEN WINDOW 1 LARGE SHEATHING 7\�CAULK ONE BY WOOD PERIMETER CAUBUCK BY OTHERSBY OTHEBETWEEN WINDOW FLANGE R WORD BUCK. SECTION 2 ELEVATION VIEWED FROM EXTERIOR I INSTALLATION DETAILS TWO BY 61" DOWN SERIES 1450/1SS0/1570 DESIGNED PICTURE WINDOW INSIALAOCH 1450 PW 1' MIN. 94EATING EMBEDMENT Or OTTERS CAULKSEIEND FIN —� PER WE TFR C ALAI( Or OTHERS FIN TYPE FRAME HEADER CLAZINGSEE (iW )� SHE IIOTE�Sy ��p��q EXIERIOR =1 WINDOW NI TIE FRAME SLL PEMKTEP CAULK of oTHTRs INSIALATION ANCIOM CAW( BEHIND nN SHEATHING BY OTNOIS P.A. 6 tiQm 11 )ESIGN PRESSURE CAPACITY OF WINDOW k INSTALLATION IS 40.0 PSF. 2) INSTALLATION OF FIN FRAME WINDOW IN WOOD FRAME OPENING WITH TWO BY W000 STUDS O.OBC NCH. CIA WARS PLACE .099 NAILS e' FROM CORNERS MAX k B' O.C. MAX BETWEEN. J) FOR INSTALLATION OF FIN FRAW WINDOW IN WOOD FRAME OPENING WITH 0711IN TWO BY WOOD STUDS USIIO /B SCREW OF Sff)CtENT LENGTH 10 40S PROVIDE MN 1' EMBEDMENT INTO SUBSTRATE PLACE SCREW 0 H MAX FROM CORNERS R 24' O.C. MAX BETWEEN. ATION ANCHOR 4) SHIM IF REQUIRED FOR LL%ELJNC. 9) WINDOW FRAME MATERIAL: ALUMINUM ALLOT 6003. H) CAULK BOIIND WINDOW FIN AT HEAD, SILL R JAMBS. 7) CAULK FOR PERIMETER SEAL MOUND EXTERIOR OF TANDOW FLANGE B) HxASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM 1300 CLASS CIIART. SINGLE GLAZING IS SIOWRI, INSULATING CLASS IS ALSO QUALIFIED. 10) ELEVATION STOW COMMON CONFIGURATIONS IT IS NOT INTENDED TO LIMIT USE OF THIS PRODUCT TO THESE TWO CONFIGURATIONS TIPS SHEET APPLIES 1O ALL CONFIGURATIONS OF FIXED PICTURE WINDOW FRAMING SISTEM. 9IM IF REQb 1' MIN. SEGMENT I ELEVA ICI VIEWED FROM EXTERIOR 2 `��1\111111 S E F i NIA AA No. 42171 O STATE OF ? �Ii f ' FI 0 R �Op• ILI� III ,Fs E IL /III IL10 NAt FIN TYPE FRAME ' 1' MIN. EMBEDMENT �-SHEAnmx BY OTHERS GLAZING(T)V.) CAUL 1; BEHRID FIN. srs Worts INSIALLATION ANOIOR EXIERIOR POIrINErzR CAIHR WINDOW WIDTH— SECTION BY OTHERS 2 1 ELEVATION VIE'NED FROM EXTERIOR 2 CONCRETE OR MASONRY OPENINC or on"S CHE BY ROCO BUCK BY OROJIS 91IM AS REO'0-\ (SEE NOTE!) STUCCO - BY OTIiRS PLRUffER CALA.II BY OTHERS CLA7INC — (SEE MOTES) ExTE1xOR INSTALLATION AN04OR rra SUKN TYP. ZERE T S ARE NOT REO'0.) 4Il4 /4 143TALLATIOL NIOIOR 3/15• OLA TAPCOI — CAW BETWEN W000 BUCK n MASONRY CPEKNO BY OTKR! 1-1�4 YN. twaw4ltnr 1//♦- "X SHIM SPACE DOM rRAME HEAD 0mN waGKT SHIM AS REO'0 ONE BY 11Oso (SEE NOTES) III= BY OTIVIS Bow ►RAZE 440 INSTALLATION AIIKNOR . D �/BB SCi—T.Ct. CLA7N0 NHpIE TAPOON! ARE (SEE HORS) NOT REO'0.) 0 /-CONCR OROIY OPORNa By "Em 4 NST.. AN3101% 3/I1- OM TAPCOH D CAULX 9E7T1EEN wow am a NAVY OPENNO BY OTHE719 PERIETER CALAX BY OTHERS STUCCO BY OTHERS 1-1 4' WIN.oNr ODOR MOTH 1/4• MAR SHY SPACE 5 CTION a-R CAULX BETWEEN wow Gu0c • 7 MALTY M(PIMC 01E BY RC(D suat try OTHERS / BY OT14"S MASS DOOri HOUR HOOK STPoP ./ d J U9EKALLY APPLY CAUUUNC • 1-1 /♦- YRL • L1tS[OJE•T 1 MULL OR SET AL 114 90 O7 CONCRETE• d OIASIO / (SEE VOTES) CONCR E OR INStNU00N ANCHOR MASONRY OPENNO SECTION A-J� A- `CE ,iQ�LA-A BY OTIOLx 3/119' oA IAPCOI e® 1) e0011 YATUAi AIIMMAI UMIT SM& TAR= tTM MNALATIOI AN09 M MIST R OF SIITILLOIT LOICM To NOMM LLPL OStD1OIT OF I-11C MITI WANK" OR OOIOKRm WOI 3) 1IM04N IAP1 MINIMUM Nimes IRT TO IIAM ALL PIUYE NULL 4 LAi LAOx MAX TO PONEO WL AIL/10 MOOR Of 001111. A / DACT COOT Q M NOT IAIm M MOM OWI. Ut AIOIDA aw41R LOIm WM NRT LMHU 92L /011 rlK APTILOOAa OOY P4O m ROM ') no POO" I01311 ® 1131 VIAW" Wall OOOL = A eawm UTA TO /NIM410 aoaQ n '"I"IT a A19 fIs M[ OtA1 ALM AFPWKM RI/Olm QAr THMM MAY WRY PU RIDAMIOITS SAVO QAS3 OF AM O3aI aAll OWIL DOM 91TET4.0a 4) ALL I'M'IM AMINO Mn NOT DST/so FOR TAPCM A11001 INVSD R rxLID QTII P M71Oi Or YHapT UMN TO Most ma. aw not"" IRS Mom ILIoc I ' / u OOYOO Yam R INAM OM A 9WL A7R WAM s[MOL HOOK STRIP DETAIL I ow Y SoM ►T CA fK/ a IATLLATAN maum YAL AUAwax am lum 10 K 1/4-. .. 1I Al NITAIAIOI AIOOM I%W1 t MAIN OF COIMOI 1nnWT VAM M1 .: I WVW 1- RDItpTS WAM11 ►ONK Ara W ImImRS MID FAIR APPRIP ED CO4rIRMOOMS APK iU LM W IN 4I91AUITAN OLML 11) ROT ALL OOIIOlAI OM LUIm NIM ANN 0109M CO DO rMArY' ILWW 9QT4IAI0I :CIOO 'A- A. i-9• 9 IIOOI OOa INTIIX AIRY 10 POTN"101 OF ALL APPROIRS m/WUTOR 1. W ALLOW&I M•AOM arru I TWKM A14O100 TO S Ar GG 1 W= 430 SA M QAr 00111I M MOM LIN FORT ALSO AMR.101 10 4" • "0 WNC L IA OWN[ 0001 ■ 9MTMim ■ QAxr AAM OAICRt Vat sm" 0T aA.IIVMT LR TO Aoww 1-2/P IOC. OOm1OR 0M a119RMIL rum re I=" r ra0 e"don A 14• QC MAL TAPCON INSTALLATION CHART CALL DOOR To 4e PS' e1 Pg LIP To to 4e vs 61 SIZE SIZE 43 PST TO a0 To To 70 PS7 u toBo 70 70 OP PW OF Pri OP OP m PSi PS7 OP LOSS x0. OIL xx 110 IT so 3 3 3 4 3 4 4 SOW xQ OIL xx 72 IT so 4 4 4 4 3 ♦ S No x0l OK 0 " x M a S 3 4 3 ♦ S Iowa WIN Got. 12o X e0 a r 7 • 3 4 S Soso x4 OR TO 90 x BD 3 3 3 S 4 3 a 4oe0 x0. OIL xx n IT9e 3 3 3 e 4 s It am RD.OX IOC go It 96 4 4 a a 4 e a 3- a 7 S 7ee0 Ox0 _W4 906e Ox0 109-AA It110 3 S r 4 3 4 6 12M Ox0 14S-DA x r0 7 7 r ♦ 3 4 11 15050 cm 1S1-Y. 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WIRY NONINUR MIAMA001 WCOC t *A -A; Y-e- • OOK SR MAIM N M 10 PWILIATON MONIM O► ALL AeOM OOAIMNO WONG C1A53 'I) NW ALLONWIA V#A" 89"CM TAr0O1 WORM • reAK ILL m K 11• a4 /0OR IN T[IIIDCR If) SONEt 17D UJDM OAK DOOR 4 940M 101 POO OM MRI1 TO AID • 640 fn[L Ill LI OR INS WOOD WJW TO K WIOELT'A/lpfe TO KNOM RI LOAS A INC NM/Om". co-o" 01 00" HOOK STRIP pETAIL SmellMl *Mlftx Nrl mvm N'R••lANT C~r or Nwoexr m K LSO I.N. INSTALLATION ANCHOR CHART • oIS SORW 1 { M CALL DOOR TM' ou Of HEAD Lk .Wle HOOK STOP SIZE R SIZE IN 1P p M PW e1 ►V iP TO 46 pw 1 UP to1/ to CONn"ATION INCHES as rsr To so To 70 •! Ps< To 6e lO 70 por 70 rs OF P/.or Per OP OR po a 10 op Op sou K0a OR xx 6o 1 00, 3 3 3 3 3 3 • ] w" MO. 0)L )01 72 1 0o • • • • • • • so" NA 0% N(r M I m D S S ! ! • • ! low rO. OLn 120Xm e • 7 • 1 1 • ] sm )D7. of IX 60r 03 3 3 3 3 3 0 { WOO )Io. OX IO 73 r M .3 3 3 • • • { 1 GOOD 01L rlt M■00 • • S ] ] 1 e • 7 7 0 { V 00f6 10•-LN r W a 6 • 6 { 7 • ] 1209E oro 1•]-SIB r DO 7 7 I 7 0 10 • ] 1]060 Oro 10T-4. r Bo 1 10 11 1 12 14 • ! lam 01to 91-y r •e 0 S 0 S ] e { a sm 010 100-RA S M 6 { • e a 7 { • 120e0OIO 1.3-1p r b 7 6 0 6 10 12 { 1- 1] 1{ e ON$ MX 106 • M r 00 — S S 3 1 S 1 1 • _i— 3 120" 1 142-w ■ 60 7 7 0 1 0 10 1 ] ism max170-W* I DO 1 10 U I 11 14 S • ] 7610 70r 0010 MI "-we r •• 106-•/r r M ] D ! S S 0 ] 3 ] 1 7 • • e 6 120M lml 1.2-9TIN I W r 1 I 7 10 11 0 1 II1 12 90 13 S 12061 OIO& Tooat lu-eM r eo 7 7 0 7 0 10 • 10066 m0a0. r)0Ol II2-eA r e0 • 11 It 10 13 1! • ] 10000 06014 XW I20-VA I M • e 7 { 1 9 e { 12000 OI.OI IOOOf 1••-AN1 r 1e AA 7 • 6 I1 • 4• 0 11 10 N• T1 17 { e D A CONCRM OR WA]OKY OPINM 4 BY OTIEIIS d I 1- 1/4- MDL d EMl�T A EXTERIOR ELEVATION ,,,�•Nn11/• h I Glllll EIE11�/1 � 0" sgumomo i b i = loot l H • t!n!w R 7W • /A 1f 11W1 • Iohr. IE )SHI HOOK STRP INSTALLATION ANCHOR * i ?A Cr t SERIES420//30//10 SLIDING GLASS DOOR 3/16. OM TAF*ON ��, • Av } INSTALLATION DETAIL WITH TWO BY BUCK tH MASONRY �'••hiul•eN' 1 12/03/02 1 d I GEN-0027 �� ter. war .�_ �� .�� .iL Y� A �>• .� w�I !tA• INO• M AO-U1 IY a .O-.A1 Z73uwA V4 V 0I V V N FM GENERAL ALLAWNLO CORP. FLANGE HOR¢ONTAL MULLION DESIGN LOAD CAPACMES HORZ EXTRUDED ALUMINUM TUBE MULLION 814" 8H S¢ES WHEN USED FOR MULLING TRANSOM MULL SPAN> WDW. HGT. V 53.000 61.000 74.000 90.000 90.000 96.000 106250 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 28 19 50.625 168 112 65 49 32 25 17 54.625 168 111 64 48 31 25 17 55.625 168 111 64 48 31 24 17 63.000 168 110 62 47 30 24 16 72.000 168 110 62 46 29 23 16 84.000 168 110 62 46 29 22 15 NOTES: • CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION 014451 HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN OR LESS • WINDOW HEIGHTS SHOWN ON 'Y' AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT INCLUDE TRANSOM HEIGHT. • READ MULLION SPAN AND WMmOVW HEIGHT IN RC>4ES. • DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. • DESIGN LOAD CAPACITIES SHOWN ON THIS CHART DO NOT CONSIDER ANY STRENGTH OBTAINED FROM FRAME MEMBERS OF ADJACENT WINDOWS. • On= - U175 • CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 20D2 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: wxIDUCT 7B0060LOW 7= 113D LOUISIANA AVE SUITE 6 WHITER PARK FLORIDA 327ag PHONE 407 62241334 I FAX 4D7 E22.6335 Cy1(1/��RO,' • a � e 1 � ♦ i 1o" �haestfaN'� CADZ= 2D-A n-W 01-1201 MULLI^" ANCH BRACK WINDOW FRAME JAMB (T ID ) ow" No- GEN-0457 'TALLATION I I MULLION CHOR I II I DIE NO. 1448 r'•) I II I I II I I II I #8 SELF TAPPING I II I SMS (TYP.) I I I MULLION ANCHOR �- TWO BY WOOD FRAMING BRACKET MVLLIVII DIE NO. 1448 SECTION A— A EXTERIOR ELEVATION INSTALLATION ANCHOR (TYP. ) SEE lots loolf o NOTE2 SECTION B— B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1448. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE 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 COMPLIE-S 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. .e v �oNAI- �.••' GENERAL ALUMINUM CORP. CARROLLTON, TEXAS imm FIN VERTICAL MULLION INSTALLATION DETAd10 ALUMINUM TUBE MULLION, DIE NO. 1448 "m. ---- °~� BB onv¢ - - - - 17/n - - - - locALO HALF YAn ---- I''GEN-0457 ppo4m im NIOlCi "gla y =W. 1100 LCUMAMA MR, rflO ►"K .IOM& ny PMW Y7- "-&M VAX N GENERAL ALUMINUM CORPORA77ON VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE #14" FIN VERTICAL S.H. SIZES WDW. WTH. 2, WOW. HGT. V 18.125 25.500 29.500 38.000 47.000 5ZI25 25.000 124S 1151 1151 1151 1151 1151 37.375 469 383 380 345 344 344 49.625 235 184 188 152 141 140 53.625 183 142 129 115 104 103 54.625 172 133 121 108 97 98 62000 115 88 79 70 61 59 72.000 72 54 49 42 38 34 84.000 44 33 29 25 21 20 CHART APPLIES ONLY TO MULLION IM448 WIfIV USED TO MULL FIN SINGLE HUNG AND PICTURE WINDOWS READ WLN 30W WIDTH AND HEIGHT IN INKS DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD BE Cl- Q IN EACH SPECIFIC CONDITION. Dmw■LM75 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: PRODUCT 7ECNNIYOL0OY CORPORATION 1 150 L.OUISIANA AVE. SUITE 8 CA020037 WINTER PARK FLORIDA 32759 29JWPM PHONE 407 =.6334 / FAX 407 622-8335 01-1201 r^ 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. > WDW. HGT. V 19.125 28.500 30.500 37.000 48.000 53.125 26.000 1062 987 987 987 987 987 38.375 410 340 321 307 307 307 50.625 216 172 158 143 133 133 54.625 169 133 122 109 99 98 55.825 160 125 114 102 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 - LJ175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILING CODE. PREPARED BY: PRODUCT TECHNOLOGY CORP. 1150 LOUISIANA AVE., SUrrE 6 WINTER PARK, FLORIDA 32789 PHONE 407 6224334 / FAX 407 622-8335 Florida License 047946 CA020140 18-0et-03 02-0808 INSTALLATION ANCHOR (TYP.) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) I II I I II I I II I MULLION I I I I ANCHOR I I BRACKET I I I I I I NO: GEN-04541 MUWON G.A. 25 DIE "NO. 1442 INSTALLATION ® #8 SELF TAPPING ANCHOR SMS (TYP.) (TyP-) a v v4&v SEE NOTES a a a #2 do J3 CONCRETE OR MASONRY e A 0 SUBSTRATE SHOWN, WOOD FRAME SUBSTRATE ALSO APPLIES MULLION DIE NO. 1442 SECTION A- A EXTERIOR ELEVATION 19-11-02 1 A I REMOVE ANCHOR SPACING DIM. DATE I SYM. REVISION B-- B NOTES: SECTION 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16- DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/80 MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B—B IS TYP. AT HEAD k SILL. 5) I NQ I)A OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE b G CODE WITH 2002 REVISIONS. IT IS THE RESPONSIBILITY ' 0 IINE COMPLIANCE ON A SPECIFIC STRUCTURE. Q� C GENERAL ALUMINUM CORP. Jf 3 :1r CARROLLTON, TEXAS ofFLANGE VERTICAL MULLION INSTALLATION DETAIL J C ALUMINUM TIME MULLION, DIE NO. 1442 BBo ��, AM* - - - - am BB Arun°' -.--- °"a: 8/21 /02 �NIIA�- ►�• wT/ n _ arm W►nu - _ _ Moe ono 8Y '�i��r��Nt --- HALF - GM-04551 r WAW " Maoaor 1029aa.► oar. "M taawu AVL- ve"m ►mat nmm mm new 4ap-ezwasx ra mn-as-ats INSTALLATION ANCHOR (TYP'•) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP. ) G.A. 26 IowG No' GEN-0459 I i j MULLION I II I DIE NO. 1442 I II I MULLION I I I I ANCHOR I I I I BRACKET I II I I I INSTALLATION ANCHOR ® �~ SMS (LTYP) TAPPING (TY,.) a a v v c a 1 v n v 1-1/4" MIN. SUBSTRATE vZ ° a EMBEDMENT MULLION T DIE NO. 1442 SECTION B - B SECTION A -A N EXTERIOR ELEVATION NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION. DIE NO. 1442. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MULLION ATTACHMENT IN SECTION B—B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WTH 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 15 t6S.P PSF %110e Fm NERAL ALUMINUM CORP. �`?�'.•' CARROLLTON, TEXAS CAST SILL MULLION INSTALLATION DETAIL b 4 UMINUM TUBE MULLION. DIE NO. 1442 �r . *r : Z ---- owt BB2/ 05 02 ' TAT 6 ; � •:� s �'_ .S wt�r ---- > c HALF luA"----- M"°'GEN-a59 -F�O: , K; R. 10300IMt COW. 1180 L&JOAM AW.. VNa ►AM naa =1= PIM9 .01-.i1-.a. ." .O/_.i!-&= MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) m m INSTALLATION ANCHOR (TYP.) #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 MULLION DIE NO, 1445 MULLION ANCHOR BRACKET SEE NOTES #2 L #3 dJCPPI G.A. 28 DWG Ma GEN-04561 INSTALLATION ANCHOR (TYP.) 4 CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE D ALSO APPLIES, v WINDOW � v FRAME HEAD ® SECTION B — B D v (TYP,) SECTION A —A NOTES+ 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH, TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL BROB OK%LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA DDIG 'T�11jjH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETER M ' 1+ C . SPECIFIC STRUCTURE. 4i9 a6-4 k a EXTERIOR ELEVATIONId, GENERAL ALUMINUM CORP, CARROLLTON, TEXAS Tin-rl FLANGE HORIZONTAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE N0. 1445 BB AMM - - - - ei21i02 VTMI --__ WOM HALF IniL ---- mm toGEN-0456 pgvyl &A PI = dal CEW. I= twalLo M Ave. Nf1O1 rmm 11m• 380 AOt 4Q7i26-"m no 49T-4m*4um �17--A .Dumber: Lot Number: L �- U\ Q n Mk �Ilaneous: Address: C_' v ova 11r The information in this box is fora ministrative purposes only and is not part of the engin Bring review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:BWD13CB - Engle Homes/BWDI3CB-FL/Master #3813 ROBBINS I 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 T06020591 02/07/2006 12 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responslbllty of the Building Designer, as defined in ANSI/TPI 1-1995. Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 02/07/06 FG2 5 02/07/06 FTS 9 02/07/06 FT70 Date Mark 2 102/07/061 FG3 6 102/071061 FT6 10 02/07/06 FT11 Date Mark 3 02/07/06 FG4 7 02/07106 FT8 11 02/07/06 FT12 Date Mark a 02/07/06 FG14 8 102107/061 FTg 12 02/07/06 FT13 Index Page 1 of 1 Standard Loadin T.C. Live 20 ps T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory- B Occupancy Factor - 1.00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. OFFICE PLANS REVIEWED CITY OF SANFORD Truss Design Engineer: Philip J. O'Regan License #: 58126 Address: P.O. Box 280055, Tampa. FL 33682 ?' 4�;•�`C E N S C1 rb. SiSt26 T ' r4,��#.4aAto'.•'• �r4ss4•••»•••'fib '�.' 0h Al. tip.• Date Sealed: 2/7/2006 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:BWD13CB - Engle Homes/BWDI3CB-LR/Master #3813-LR BOBBINS I P.o. Box L 0055 3368 Engineering Index Sheet Tam pa. FL 055 [ENGINEERING, INC. Phone: (813)972.1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06020573 02/08/2006 9 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 02/08/06 H11 5 02/08/06 GE1 9 02/08/06 G1D Date Mark Date Mark Date Mark 2 102/08/061 H11A 1 1 3 02/08/06 GE3 1 4 02/08/06 M3A 6 102/08/061 101A 1 1 7 102/08/061 M1C 1 1 8 02/08/06 H16 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. - 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: Philip J. O'Regan License #: 58126 Address: P.O. Box 280055. Tampa, FL 33682 * fb,Set28 � S'ONA1- E� Date Sealed: 2/82006 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:BWD13CB - Engle Homes/BWD13CB-UR/Master #3813 BOBBINS Tampa, FL Engineering Index Sheet Tampa. FL Box 0055 0055 ENGINEERING, INC. Phone:(813)972-1135 Index Page 1of1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06020562 02/08/2006 40 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Speclficstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 1 102/08/061 H4 I 5 02/08/06 H4D 9 02/08/06 115A 13 02/08/06 HSE 17 02/08/06 S6B 21 02/08/06 H8 25 02/08/06 H8D 29 02/08/06 G9 33 02/08/06 V4 37 02/08/06 EJ3 Date Mark 1 2 102/08/061 1-14A I 6 102/08/061 WE 10 02/08/06 H58 14 102/08/061 G5F 18 102/08/061 S6C 22 102108/061 TBA 26 102108/061 H8E 30 1021081061 MV4 34 102/08/061 HJ7 38 02/08/06 CJS Date Mark 1 3 102/08/061 1-1413 I 7 02/08/06 T4F 11 02/08/06 H5C 15 02/08I06 S6 19 02/08/06 G6D 23 102108/061 T813 27 102/08/061 MGE5 31 02/08/06 MV2 35 02/08/06 HJ3 39 102108/061 CJ3 Date Mark 1 4 102/08/061 H4C 8 02/08/06 HS 12 102/08/061 H50 16 02/08/06 S6A 20 02/68/66 H10 24 02/08/06 T8C 28 102/08/061 MGE7 32 02/08/06 V8 36 02/08/06 EJ7 40 02/08/06 CJ1 Standard Loading: T.C. Live 20 ps T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 25 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Vuong Phan License #: 62111 Address: P.O. Box 280055, Tampa, FL 33682 %,.•`ONG P& o, tro• 621'11 0.14Tp11 E 1Of /6 `k Cv.44 Date Sealed: 2/8/2006 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: 10X14H3 - Engle Homes/10X14H3/Master #3812 ROBBINS I P.O. Box 280055 Tampa, FL33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813)972.1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06020598 02/08/2006 6 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional En ineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Tgruss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responslbllty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark Date Mark Date Mark Date Mark 1 02/08/061 1 2 102/08/061 T27 1 1 3 102/08/061 HJ5A 1 1 4 1021081061 EJ5A 5 102/081061 CJ3A7 1 6 02/08/06CJ1A Standard Loadino: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Open Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Philip J. O'Regan License #: 58126 Address: P.O. Box 280055. Tampa, FL 33682 lop dW NAL Date Sealed: 2/82006 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBFL FG2 1 FLAT 60100 20400 0 0 ENGLE/BWDI3CBFL/M#3813 HO 2-4-0 HO 2-4-0 TC 6-1-0 2x4 F 2x4 2x4 A (q-) B l=1 2-4-0 D C 2x4 E 2x4 n 3x6 n HGR HGR R: 821 R: 821 U: 7 BC 6-1-0 6-1-0 ALL PLATES ARE LOCK20 Scale: 0.559" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- TC 0.36 2x 4 SP-P2 BC 0.17 2x 6 SP-#2 WB 0.25 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 1- 0 BC Cont. 0- 0- 0 6- 1- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 6.1' BC V 0 10 0.0' 6.1' TC V 0 110 0.0' 6.1' TC V 10 10 0.0' 6.1' BC V 30 30 0.0' 6.1' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 821 0 3- 8 1- 0 Hz = -95 C 821 8 3- 8 1- 0 Hz = 96 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -F 0.36 654 C 0.00 0.36 F -B 0.36 654 C 0.00 0.36 --------Bottom Chords --------- * -E 0.17 65 T 0.00 0.17 E -C 0.16 65 T 0.00 0.16 ------------- Webs ------------- D -A 0.11 701 C WindLd A -E 0.25 789 T E -F 0.11 698 C E -B 0.25 789 T C -B 0.11 701 C WindLd LL Defl 0.00" in E -C L/999 TL Defl -0.01" in D -E L/999 Shear // Grain in A -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 it Type Plt Size X Y JSI A LOCK 2.Ox 4.0 0.5 Ctr 0.88 B LOCK 2.Ox 4.0-0.5 Ctr 0.88 E LOCK 3.Ox 6.0 Ctr 0.5 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 701 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc /Online Plus" 0 1996-2005 Version 18.0 014 Engineering -Portrait 2172006 1:35:19 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWDI3CBFL FTS 7 M150 200100 10400 0 0 ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 m HO 1-4-0 0 TC`' 1-1-8., 2-0-0 1-2-8: 10- 0- 0 3x4 lx3 S2 4x4 4x4 3x3 3x3 ix4 lx4 3x3 3x3 4x4 4x6 E P Q R A C S T U H F 1-4-0 G 1 2x3 ;•`i O N M B D L K J 2x3 - 4x6 4x4 3x3 3x3 3x3 S1 3x3 4x4 4x6 20G-RHS-3x10 W:400 Common Diagonal: 1-3-0 HGR 111:1129 R:1140 BC 10-0-0 10-1-0 20-1-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.308" = 1' Robbins Engineering, Inc./Online Plus- T -U 0.42 2908 C 0.09 0.33 C LOCK 1.0x 4.0 Ctr-0.5 0.98 U -H 0.35 1152 C 0.01 0.34 S LOCK 3.Ox 3.0-0.2 Ctr 0.91 Online Plus -- Version 18.0.014--------Bottom Chords--------- U LOCK 4.Ox 4.0 Ctr-0.5 0.93 RUN DATE: 07-FEB-06 G -0 0.22 0 T 0.00 0.22 H LOCK 4.Ox 6.0-0.2-0.5 0.97 0 -N 0.53 2136 T 0.14 0.39 0 LOCK 4.Ox 6.0 Ctr 0.5 0.99 CSI -Size- ----Lumber---- N -M 0.64 3584 T 0.59 0.05 N LOCK 4.Ox 4.0 Ctr 0.5 0.94 TC 0.75 4x 2 SP-#2 M -B 0.85 4470 T 0.56 0.29 B LOCK 3.Ox 3.0-0.2 Ctr 0.95 BC 0.92 4x 2 SP-#1 B -D 0.92 4703 T 0.56 0.36 D LOCK 3.Ox 3.0 0.2 Ctr 0.91 EX S1-I 4x 2 SP-#2 D -Sl 0.88 4479 T 0.57 0.31 K LOCK 4.Ox 4.0 Ctr 0.5 0.93 WB 0.61 4x 2 SP-#3 Sl-L 1.00 4479 T 0.94 0.06 J LOCK 4.Ox 6.0 0.2 0.5 0.97 L -K 0.81 3611 T 0.75 0.06 Brace truss as follows: K -J 0.66 2179 T 0.18 0.48 O.C. From To J -I 0.28 0 T 0.00 0.28 REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 20- 1- 0-------------Webs------------- NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 20- 1- 0 G -E 0.22 1120 C ADDITIONAL SPECIFICATIONS. E -0 0.60 1500 T Loading Live Dead (psf) 0 -P 0.28 1435 C NOTES: TC 40.0 10.0 P -N 0.41 1027 T Trusses Manufactured by: BC 0.0 5.0 N -Q 0.19 987 C East Coast Lumber Total 40.0 15.0 55.0 Q -M 0.25 626 T Analysis Conforms To: Spacing 24.0" M -R 0.12 603 C FBC2004 Lumber Duration Factor 1.00 R -B 0.28 698 T Design checked for LL on BC Plate Duration Factor 1.00 B -A 0.06 323 C per BOCA (section 1606.2.3), TC Fb=1.15 Fc=1.10 Ft=1.10 D -C 0.05 302 C IBC/IRC-2003,and FBC 2004 BC Fb=1.10 Fc=1.10 Ft=1.10 D -S 0.27 681 T (section 1607.1), 20.0 psf. S -L 0.11 587 C Design checked for 10 psf non - Plus 2 Unbalanced Load Cases L -T 0.24 619 T concurrent LL on BC. Plus 1 UBC LL Load Case(s) T -K 0.19 976 C Provide 2X6 continuous Plus 1 BC LL Load Case(s) K -U 0.40 1014 T strongbacks (on edge) every U -J 0.28 1428 C 10.0 Ft. Fasten to each Checked for NonConcurrent 200 J -H 0.61 1534 T truss w/ 3-16d nails at Lbs Moving Point Load applied I -H 0.12 623 C truss member (s). at Panel Points and Mid -panel I -H 0.12 623 C This truss must be installed on BC as shown. It cannot be LL Defl -0.41" in B -D L/572 installed upside-down. Jt React Uplft Size Req'd TL Defl -0.55" in B -D L/424 Max comp. force 4703 Lbs Lbs Lbs In-Sx In-Sx Shear // Grain in A -C 0.31 Quality Control Factor 1.25 G 1129 OG 4- 0 1- 0 DL Defl -0.21" at D L/999 I 1141 OG 3- 8 1- 0 FABRICATOR NOTES: G = Gravity Uplift Plates for each ply each face. 1. EAST COAST LUMBER & SUPPLY PLATING CONFORMS TO TPI. F.M. HILPERT, P.E.#50477 Membr CSI P Lbs Axl-CSI-Bnd REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. ----------Top Chords---------- ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 E -P 0.33 1103 C 0.00 0.33 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ 11SCSI-B1 P -Q 0.41 2874 C 0.09 0.32 Plate - LOCK 20 Gar Gross Area SUMMARY SHEET" BEFORE Q -R 0.59 4035 C 0.29 0.30 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING & R -S2 0.37 4703 C 0.24 0.13 Jt Type Plt Size X Y JSI BRACING TRUSSES. S2-A 0.75 4703 C 0.12 0.63 E LOCK 4.Ox 4.0 1.0-0.5 0.99 3. SEE ATTACHED DETAIL SHEET A -C 0.75 4703 C 0.12 0.63 P LOCK 4.Ox 4.0 Ctr-0.5 0.94 FOR: 1-JACK NAILS. C -S 0.71 4703 C 0.12 0.59 R LOCK 3.Ox 3.0 0.2 Ctr 0.95 2-TBRACE. 3-SEARING BLOCK. S -T 0.59 4056 C 0.29 0.30 A LOCK 1.0x 4.0 Ctr-0.5 0.98 4. DESIGNER: JIB Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 1:35:21 PM Page 1 Job Mark uan Type Span P1-H1 Left OH Right OH Engineeriirg ll-BWD13CBFL FG14 P1*2P FLAT 140100 20000 0 0 ENGLE/BWDI3CBFL/M#3813 NO 2-0-0 NO 2-0-0 TC 14-1-0 3x6 3x12 2x4 3x6 H S1 I J 6x12 6x12 A B MR 2-0-0 hg4x6 g4x6 `� ---- G F S2 E 6x10 4xl2 H5x10 6x10 i W:800 W:400 R:6002 R:6003 U: 382 U: 384 BC 14-1-0- 14-1-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.425" = 1' III • � � ®®-� ®I Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: Online Plus -- Version 18.0.014 D 6003 382 8- 0 3- 9 East Coast Lumber RUN DATE: 07-FEB-06 Hz = -77 Analysis Conforms To: ++++•++•+•+++++ C 6003 384 4- 0 3- 9 FBC2004 + 2-Ply Truss • Hz = 78 2 COMPLETE TRUSSES REQUIRED. •+.+...aa.+a.+a Fasten together in staggered Membr CSI P Lbs Axl-CSI-Bnd pattern. (1/2" bolts -OR- CSI -Size- ----Lumber---- ----------Top Chords---------- SDS3 screws -OR- 10d nails TC 0.96 2x 4 SP-#2 A -H 0.84 9398 C 0.32 0.52 as each layer is applied.) BC 0.65 2x 6 SP-SS H -S1 0.96 12077 C 0.53 0.43 ----Spacing (In)---- WB 0.59 2x 4 SP-N3 S1-I 0.76 12077 C 0.53 0.23 Rows Nails Screws Bolts EX D -A 2x 6 SP-#2 I -J 0.96 12077 C 0.53 0.43 TC 1 7 19.5 0 EX A -G 2x 4 SP-SS J -B 0.84 9398 C 0.32 0.52 BC 2 10 24 0 EX E -B 2x 4 SP-SS --------Bottom Chords--------- WB 1 4 4 EX C -B 2x 6 SP-#2 D -G 0.20 53 T 0.00 0.20 Design checked for LL on BC G -F 0.65 9398 T 0.40 0.25 per BOCA (section 1606.2.3), Brace truss as follows: F -S2 0.60 9398 T 0.40 0.20 IBC/IRC-2003,and FBC 2004 O.C. From To S2-E 0.65 9398 T 0.40 0.25 (section 1607.1), 20.0 psf. TC Cont. 0- 0- 0 14- 1- 0 E -C 0.20 53 T 0.00 0.20 Design checked for 10 psf non - BC Cont. 0- 0- 0 14- 1- 0 -------------Webs------------- concurrent LL on BC. D -A 0.19 5065 C WindLd Prevent truss rotation at all Loading Live Dead (psf) A -G 0.61 10413 T bearing locations. TC 20.0 15.0 G -H 0.25 2602 C This truss must be installed BC 0.0 5.0 H -F 0.59 2968 T as shown. It cannot be Total 20.0 20.0 40.0 F -I 0.10 1080 C installed upside-down. Spacing 24.0" F -J 0.59 2968 T NOTE: USER MODIFIED PLATES Lumber Duration Factor 1.25 E -J 0.25 2602 C This design may have plates Plate Duration Factor 1.25 E -B 0.61 10413 T selected through a plate TC Fb=1.00 Fc=1.00 Ft=1.00 C -B 0.19 5065 C WindLd monitor. BC Fb=1.00 Fc=1.00 Ft=1.00 Wind Loads - ANSI / ASCE 7-02 LL Defl -0.18" in F -S2 L/869 Truss is designed as a Main Load Case N 1 Standard Loading TL Defl -0.29" in F -S2 L/550 Wind -Force Resistance System. Lumber Duration Factor 1.25 Shear // Grain in A -H 0.55 Wind Speed: 120 mph Plate Duration Factor 1.25 DL Defl -0.16" at F L/999 Mean Roof Height: 15-0 plf - Live Dead From To Exposure Category: B TC V 40 30 0.0' 14.1' Plates for each ply each face. Occupancy Factor : 1.00 BC V 0 10 0.0' 14.1' PLATING CONFORMS TO TPI. Building Type: Enclosed TC V 50 50 0.0' 14.1' REPORTS: SBCCI 9761 Zone location: Exterior TC V 10 0 0.0' 14.1' ROBBINS ENGINEERING, INC. TC Dead Load 7.0 psf BASED ON SP LUMBER BC Dead Load 3.0 psf Load Case N 2 NonStandard Load USING GROSS AREA TEST. Unbalanced Loads Checked Lumber Duration Factor 1.00 Plate - LOCK 20 Ga, Gross Area Load Factors = 1.00 and 0.00 Plate Duration Factor 1.00 Plate - RHS 20 Ga, Gross Area Max comp. force 12077 Lbs plf - Live Dead From To Jt Type Plt Size X Y JSI Quality Control Factor 1.00 TC V 80 20 0.0' 14.1' A LOCK 6.Oxl2.0 1.0 Ctr 0.95 BC V 0 10 0.0' 14.1' H LOCK 3.Ox 6.0 0.5 Ctr 0.95 FABRICATOR NOTES: TC V 0 110 0.0' 14.1' J LOCK 3.Ox 6.0-0.5 Ctr 0.95 1. EAST COAST LUMBER 6 SUPPLY TC V 100 38 0.0' 14.1' B LOCK 6.Oxl2.0-1.0 Ctr 0.95 F.M. HILPERT, P.E.#50477 BC V 360 135 0.0' 14.1' G LOCK 6.0x10.0-2.0 Ctr 0.95 5285 ST. LUCIE BLVD. F LOCK 4.0x12.0 Ctr-0.8 0.94 FORT PIERCE FL. 34946 E LOCK 6.0x10.0 2.0 Ctr 0.95 2. !!!CAUTION!!! READ "SCSI-B1 Plus 6 Wind Load Case(s) SUMMARY SHEET" BEFORE Plus 1 UBC LL Load Case(s) H = Plate Monitor used HANDLING , INSTALLING 6 BRACING TRUSSES. Checked for NonConcurrent 200 REFER TO ROBBINS ENG. GENERAL 3. SEE ATTACHED DETAIL SHEET Lbs Moving Point Load applied NOTES AND SYMBOLS SHEET FOR FOR: 1-JACK NAILS. at Panel Points and Mid -panel ADDITIONAL SPECIFICATIONS. 2-TBRACE. 3-BEARING BLOCK. on BC 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 1:35:21 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBFL FT6 9 M150 120508 10400 0 0 I ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 m BO 1-4-0 0 TC' 1-4-8 2-0-0 11-8 ' - 6- 6- 0 - 12- 7- 0 ... - ...- lx3 lx3 ,7 3x4 3x3 3x3 3x3 3x3 3x3 3x4 E P A C S1 Q B i 1-4-0 G I Ila 2x3 C O N S2 B D M L Klx4 ti 3x4 3x3 3x3 lx4 lx4 3x3 3x4 •--- Common Diagonal: 1-3-0 If�� '�•�. W:400 R: 711 R: 712 BC, 6-6-0 5-11-8 12-5-8 - 1 ALL PLATES ARE LOCK20 Scale: 0.481" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.44 4x 2 SP-#2 BC 0.77 4x 2 SP-#2 WB 0.35 4x 2 SP-#3 Brace truss as follows: O.C. From To TIC Cont. 0- 0- 0 12- 5- 8 BC Cont. 0- 0- 0 12- 5- 8 Loading Live Dead (psf) TIC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TIC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 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 G 712 OG 4- 0 1- 0 I 713 OG 3- 8 1- 0 G = Gravity Uplift Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -P 0.43 656 C 0.00 0.43 P -A 0.44 1549 C 0.01 0.43 A -C 0.38 1846 C 0.02 0.36 Robbins Engineering, Inc./Online Plus- S1-Q 0.37 1574 C 0.01 0.36 Q -H 0.36 655 C 0.00 0.36 --------Bottom Chords --------- G -0 0.25 0 T 0.00 0.25 O -N 0.48 1262 T 0.12 0.36 N -S2 0.42 1846 T 0.13 0.29 S2-B 0.63 1846 T 0.30 0.33 B -D 0.77 1846 T 0.30 0.47 D -M 0.77 1846 T 0.30 0.47 M -L 0.57 1254 T 0.12 0.45 L -I 0.31 0 T 0.00 0.31 ------------- Webs ------------- G -E 0.13 704 C E -0 0.35 892 T 0 -P 0.16 842 C P -N 0.16 412 T N -A 0.09 492 C B -A 0.05 145 T D -C 0.08 219 T C -M 0.10 532 C M -Q 0.18 469 T Q -L 0.16 833 C L -H 0.35 890 T I -H 0.13 70B C LL Defl -0.11" in S2-B L/999 TL Defl -0.14" in S2-B L/999 Shear // Grain in P -A 0.27 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 it Type Plt Size X Y JSI E LOCK 3.Ox 4.0 0.5 Ctr 0.98 H LOCK 3.Ox 4.0-0.5 Ctr 0.98 O LOCK 3.Ox 4.0-0.5 Ctr 0.98 B LOCK 1.0x 4.0 Ctr 0.5 0.90 D LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 3.Ox 4.0 0.5 Ctr 0.98 I LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1846 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-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 C -S1 0.37 1574 C 0.01 0.36 Robbins Engineering, Inc./Online Plus" 0 199E-2005 Version 18.0.014 Engineering - Ponrail 2172006 1:35:22 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering • BWDI3CBFL FG4 1*2P FLAT 120800 30600 0 0 ENGLE/BWDI3CBFL/M#3813 HO 3-6-0 NO 3-6-0 TC 12-8-0 .. _ .._._.___ --. .-_. _.__. ._.' #6xl0 2x4 H5x6 13x8 2x4 #6x10 A Z S1 `f:/ G K B 3-6-0 D C #4x6 H E S2 J g4x6 ` 4x 10 2x4 3x6 6x8 (I` .�--" V'\ • i w:800 w:460 R:3571 R:5713 U: 365 U: 877 BC 12-8-0 12-8-0 ALL PLATES ARE LOCK20, N = PLATE SELECTED IN PLATE MONITOR Scale: 0.469" = 1' � � �1•��raal R a�: H tY__•4 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 ara+++aaaaa+aa+ • 2-Ply Truss ra+aaaaa+++++aa CSI -Size- ----Lumber---- TC 0.25 2x 6 SP-N2 BC 0.62 2x 4 SP-#2 WB 0.93 2x 4 SP-#3 EX D -A 2x 6 SP-N2 EX C -B 2x 6 SP-H2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 8- 0 BC Cont. 0- 0- 0 12- 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=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case N 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 12.7' BC V 0 10 0.0' 12.7' TC V 0 110 0.0' 12.7' TC V 300 300 8.0' 12.7' BC V 50 50 0.0' 12.7' TC V 1406 1406 7.0' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC mA Robbins Engineering, Inc./Online P1us- Mebr CSI P Lbs xl-CSI-Bnd ----------Top Chords---------- A -I 0.12 3429 C 0.01 0.11 I -S1 0.06 3429 C 0.01 0.05 S1-G 0.09 3429 C 0.01 0.08 G -K 0.23 3736 C 0.01 0.22 K -B 0.25 3736 C 0.01 0.24 --------Bottom Chords--------- D -H 0.21 104 T 0.00 0.21 H -E 0.62 5479 T 0.50 0.12 E -S2 0.58 5479 T 0.50 0.08 S2-J 0.59 5479 T 0.50 0.09 J -C 0.15 104 T 0.00 0.15 -------------Webs------------- D -A 0.10 3386 C WindLd A -H 0.73 4597 T H -I 0.05 664 C H -G 0.24 2835 C E -G 0.05 356 T G -J 0.22 2650 C J -K 0.18 2240 C J -B 0.93 5836 T C -B 0.17 5557 C WindLd LL Defl -0.03" in E -S2 L/999 TL Defl -0.08" in E -S2 L/999 Shear // Grain in K -B 0.47 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPZ. 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 AN LOCK 6.0xl0.0 0.5 Ctr 0.74 B LOCK 6.Ox10.0-0.5 Ctr 0.94 H LOCK 4.0x10.0-0.5 Ctr 0.96 J LOCK 6.Ox 8.0 1.0 Ctr 0.97 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Jt React Uplft Size Req'd Trusses Manufactured by: Lbs Lbs In-Sx In-Sx East Coast Lumber D 3571 365 8- 0 2- 2 Analysis Conforms To: Hz = -152 FBC2004 C 5713 877 4- 0 3- 6 2 COMPLETE TRUSSES REQUIRED. Hz = 153 Fasten together in staggered Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/72006 1:35:20 PM Page 1 pattern. (1/2" bolts -OR- SDS3 screws -DR- lOd nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 2 8 21.5 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), ZBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: H 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 5557 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HZLPERT, P.E.N50477 5285 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: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBFL FT8 7 M150 170908 10400 0 0 ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 0 HO 1-4-0 TC 0 'o 2-0-0 . 11-0 .. ._ 8- 1- 8 - 17-11- 0 - -- - lx3 4x6 3x4 3x3 3x3 lx4 3x3 3x4 3x3 3x4 4x4 E R S A C T S2 U V H J 1-4-0 G 1 2x3 Q P O a D S1 N M lx4 L K 5x4 3x4 3x3 2x3 3x3 3x6 3x3 3x4 4x4 1 1 x 3 Common Diagonal: 1-3-0 i HGR W:400 R:1025 R:1004 EC 8-1-8 9-8-0 17-9-8 ALL PLATES ARE LOCK20 Scale: 0.349" = 1' Robbins Engineering, Inc./Online Plus'" U -V 0.38 2485 C 0.06 0.32 V LOCK 3.Ox 4.0-0.2 Ctr 0.97 V -H 0.33 971 C 0.00 0.33 H LOCK 4.Ox 4.0-0.5-0.5 0.99 Online Plus -- Version 18.0.014--------Bottom Chords--------- Q LOCK 5.Ox 4.0-0.5 1.0 0.96 RUN DATE: 07-FEB-06 G -Q 0.14 0 T 0.00 0.14 P LOCK 3.Ox 4.0-0.2 Ctr 0.95 Q -P 0.28 1935 T 0.08 0.20 O LOCK 3.Ox 3.0-0.2 Ctr 0.89 CSI -Size- ----Lumber---- P -O 0.38 3102 T 0.14 0.24 B LOCK 2.Ox 3.0-0.2 Ctr 0.60 TC 0.67 4x 2 SP-#2 0 -B 0.70 3724 T 0.30 0.40 M LOCK 3.Ox 4.0 0.2 Ctr 0.97 BC 0.70 4x 2 SP-SS B -D 0.70 3724 T 0.30 0.40 L LOCK 4.Ox 4.0 0.5 0.5 0.99 EX S1-I 4x 2 SP-#2 D -S1 0.59 3692 T 0.32 0.27 I LOCK 1.0x 4.0 Ctr 0.5 0.98 WB 0.54 4x 2 SP-#3 SI-N 0.91 3692 T 0.77 0.14 N -M 0.75 3072 T 0.27 0.48 Brace truss as follows: M -L 0.64 1875 T 0.16 0.48 REFER TO ROBBINS ENG. GENERAL O.C. From To L -I 0.29 0 T 0.00 0.29 NOTES AND SYMBOLS SHEET FOR TC Cont. 0- 0- 0 17- 9- 8-------------Webs------------- ADDITIONAL SPECIFICATIONS. BC Cont. 0- 0- 0 17- 9- 8 G -E 0.10 559 C G -E 0.10 559 C NOTES: Loading Live Dead (psf) E -Q 0.54 1363 T Trusses Manufactured by: TC 40.0 10.0 Q -R 0.25 1267 C East Coast Lumber BC 0.0 5.0 R -P 0.33 831 T Analysis Conforms To: Total 40.0 15.0 55.0 P -S 0.15 791 C FBC2004 Spacing 24.0" S -O 0.26 668 T Design checked for LL on BC Lumber Duration Factor 1.00 0 -A 0.15 785 C per BOCA (section 1606.2.3), Plate Duration Factor 1.00 B -A 0.17 430 T IBC/IRC-2003,and FBC 2004 TC Fb=1.15 Fc=1.10 Ft=1.10 D -C 0.04 216 C (section 1607.1), 20.0 psf. BC Fb=1.10 Fc=1.10 Ft=1.10 D -T 0.17 442 T Design checked for 10 psf non- T -N 0.08 438 C concurrent LL on BC. Plus 2 Unbalanced Load Cases N -U 0.18 462 T Provide 2X6 continuous Plus 1 UBC LL Load Case(s) U -M 0.16 817 C strongbacks (on edge) every Plus 1 BC LL Load Case(s) M -V 0.33 847 T 10.0 Ft. Fasten to each V -L 0.25 1257 C truss w/ 3-16d nails at Checked for NonConcurrent 200 L -H 0.52 1320 T truss member(s). Lbs Moving Point Load applied I -H 0.19 998 C This truss must be installed at Panel Points and Mid -panel as shown. It cannot be on BC LL Defl -0.29" in D -S1 L/706 installed upside-down. TL Defl -0.40" in D -S1 L/520 Max comp. force 3724 Lbs Jt React Uplft Size Req'd Shear // Grain in 0 -B 0.44 Quality Control Factor 1.25 Lbs Lbs In-Sx In-Sx DL Defl -0.16" at S1 L/999 G 1026 OG 4- 0 1- 0 FABRICATOR NOTES: I 1005 OG 4- 0 1- 0 Plates for each ply each face. 1. EAST COAST LUMBER 6 SUPPLY G = Gravity Uplift PLATING CONFORMS TO TPI. F.M. HILPERT, P.E.#50477 REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. FORT PIERCE FL. 34946 ----------Top Chords---------- USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 E -R 0.38 1024 C 0.01 0.37 Plate - LOCK 20 Gar Gross Area SUMMARY SHEET" BEFORE R -S 0.43 2533 C 0.06 0.37 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING 6 S -A 0.65 3502 C 0.06 0.59 Jt Type Plt Size X Y JSI BRACING TRUSSES. A -C 0.67 3724 C 0.08 0.59 E LOCK 4.Ox 6.0 Ctr-0.5 0.90 3. SEE ATTACHED DETAIL SHEET C -T 0.54 3724 C 0.08 0.46 R LOCK 3.Ox 4.0 0.2 Ctr 0.95 FOR: 1-JACK NAILS. T -S2 0.45 3405 C 0.20 0.25 S LOCK 3.Ox 3.0 0.2 Ctr 0.89 2-TBRACE. 3-BEARING BLOCK. S2-U 0.35 3405 C 0.12 0.23 C LOCK 1.0x 4.0 Ctr-0.5 0.98 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 217/2006 1:35:22 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBFL FT9 6 M150 190508 10400 0 0 ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 HO 1-4-0 TC ;1170.. 2-0-0. _ 11-0. 19- 7- 0 9- 9- 8 3x4 S2 lx3 4x6 4x4 3x3 3x3 lx4 lx4 3x3 3x3 4x4 4x4 E Q R S A C T U V GI 1-4-0 IEN F H 2x3 P 0 N B D M lx4 L K J 4x6 4x4 3x3 S1 3x3 3x3 3x3 4x4 4x6 G lx3 20G-RHS-3x10 Common Diagonal: 1-3-0 W:308 W:308 R:1113 R:1099 BC 9-9-8 9-8-0 19-5-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.320" = 1' Robbins Engineering, Inc./Online Plus- * -V 0.40 2788 C 0.08 0.32 T LOCK 3.Ox 3.0-0.2 Ctr 0.93 V -G 0.33 1074 C 0.00 0.33 V LOCK 4.Ox 4.0 Ctr-0.5 0.91 Online Plus -- Version 18.0.014 --------Bottom Chords--------- G LOCK 4.Ox 4.0-1.0-0.5 0.96 RUN DATE: 07-FEB-06 F -P 0.27 0 T 0.00 0.27 P LOCK 4.Ox 6.0 Ctr 0.5 0.98 P -O 0.65 2120 T 0.17 0.48 O LOCK 4.Ox 4.0 Ctr 0.5 0.89 CSI -Size- ----Lumber---- O -N 0.79 3495 T 0.73 0.06 D LOCK 3.Ox 3.0 0.2 Ctr 0.93 TC 0.72 4x 2 SP-#2 N -S1 0.95 4311 T 0.90 0.05 L LOCK 4.Ox 4.0 Ctr 0.5 0.91 BC 0.95 4x 2 SP-#2 S1-B 0.83 4311 T 0.54 0.29 K LOCK 4.Ox 6.0 Ctr 0.5 0.96 EX S1-H 4x 2 SP-#1 B -D 0.86 4473 T 0.53 0.33 H LOCK 1.0x 4.0 Ctr 0.5 0.98 WB 0.59 4x 2 SP-#3 D -M 0.82 4300 T 0.54 0.28 M -L 0.63 3469 T 0.23 0.40 Brace truss as follows: L -K 0.52 2077 T 0.13 0.39 REFER TO ROBBINS ENG. GENERAL O.C. From To K -H 0.23 0 T 0.00 0.23 NOTES AND SYMBOLS SHEET FOR TC Cont. 0- 0- 0 19- 5- 8 -------------Webs------------- ADDITIONAL SPECIFICATIONS. BC Cont. 0- 0- 0 19- 5- 8 F -E 0.11 607 C F -E 0.11 607 C NOTES: Loading Live Dead (psf) E -P 0.59 1493 T Trusses Manufactured by: TC 40.0 10.0 P -Q 0.27 1389 C East Coast Lumber BC 0.0 5.0 Q -O 0.39 975 T Analysis Conforms To: Total 40.0 15.0 55.0 O -R 0.18 936 C FBC2004 Spacing 24.0" R -N 0.23 578 T Design checked for LL on BC Lumber Duration Factor 1.00 N -S 0.11 566 C per BOCA (section 1606.2.3), Plate Duration Factor 1.00 S -B 0.25 635 T IBC/IRC-2003,and FBC 2004 TC Fb=1.15 Fc=1.10 Ft=1.10 B -A 0.06 329 C (section 1607.1), 20.0 psf. BC Fb=1.10 Fc=1.10 Ft=1.10 D -C 0.06 335 C Design checked for 10 psf non- D -T 0.26 648 T concurrent LL on BC. Plus 2 Unbalanced Load Cases T -M 0.11 575 C Provide 2X6 continuous Plus 1 UBC LL Load Case(s) M -U 0.23 587 T strongbacks (on edge) every Plus 1 BC LL Load Case(s) U -L 0.19 947 C 10.0 Ft. Fasten to each L -V 0.39 987 T truss w/ 3-16d nails at Checked for NonConcurrent 200 V -K 0.28 1396 C truss member(s). Lbs Moving Point Load applied K -G 0.58 1459 T This truss must be installed at Panel Points and Mid -panel H -G 0.21 1092 C as shown. It cannot be on BC installed upside-down. LL Defl -0.37" in B -D L/611 Max comp. force 4473 Lbs Jt React Uplft Size Req'd TL Defl -0.50" in B -D L/454 Quality Control Factor 1.25 Lbs Lbs In-Sx In-Sx Shear // Grain in A -C 0.31 F 1114 OG 3- 8 1- 0 DL Defl -0.19" at B L/999 FABRICATOR NOTES: H 1100 OG 3- 8 1- 0 1. EAST COAST LUMBER & SUPPLY G = Gravity Uplift Plates for each ply each face. F.M. HILPERT, P.E.#50477 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. Membr CSI P Lbs Axl-CSI-Bnd REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 ----------Top Chords---------- ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-B1 E -Q 0.34 1121 C 0.01 0.33 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE Q -R 0.41 2822 C 0.08 0.33 Plate - LOCK 20 Gar Gross Area HANDLING , INSTALLING & R -S 0.56 3911 C 0.27 0.29 Plate - RHS 20 Gar Gross Area BRACING TRUSSES. S -A 0.71 4473 C 0.11 0.60 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET A -C 0.72 4473 C 0.11 0.61 E LOCK 4.Ox 6.0 Ctr-0.5 0.98 FOR: 1-JACK NAILS. C -S2 0.72 4473 C 0.11 0.61 Q LOCK 4.Ox 4.0 Ctr-0.5 0.89 2-TBRACE. 3-BEARING BLOCK. S2-T 0.35 4473 C 0.21 0.14 A LOCK 1.0x 4.0 Ctr-0.5 0.98 4. DESIGNER: JLW T -U 0.56 3891 C 0.27 0.29 C LOCK 1.Ox 4.0 Ctr-0.5 0.98 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 1:35.23 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWDI3CBFL FT12 1 M100 190408 10400 0 0 ENGLE/BWDI3CBFL/M#3813 1-4-0 HO 1-4-0 HO 1-4-0 m 0 TC~ 19-3-0 _ lx3 19- 6- 0 --- - . lx3 F 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 3x41x4 1x4 1x4 1x4 1x4 1x4 1x4 A V W X Y Z AA BB CC S2 DD EE FF GG HH II D C 2x3 BC U T S R Q S1 P O N M L K J I H 1x4 1x4 1x4 1x4 1x4 3x41x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 iMN V. Common Diagonal: 1-2-8 , Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.08 4x 2 SP-112 BC 0.23 4x 2 SP-#2 WB 0.02 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 8 BC Cont. 0- 0- 0 19- 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 19-4-8 19-4-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- T -S 0.23 0 T 0.00 0.23 S -R 0.23 0 T 0.00 0.23 R -Q 0.22 0 T 0.00 0.22 Q -S1 0.15 0 T 0.00 0.15 S1-P 0.14 0 T 0.00 0.14 P -O 0.22 0 T 0.00 0.22 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 A -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.22 0 T 0.00 0.22 H -E 0.15 0 T 0.00 0.15 -------------Webs------------- C -A 0.01 58 C 0.01 0.00 U -V 0.02 143 C T -W 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 0.02 133 C N -CC 0.02 133 C * -DD 0.02 133 C L -EE 0.02 133 C K -FF 0.02 133 C J -GG 0.02 132 C I -HH 0.02 138 C H -II 0.01 99 C E -D 0.00 18 C Jt React Uplft Size Req'd LL Defl 0.00" in C -U L/999 Lbs Lbs In-Sx In-Sx TL Defl 0.00" in C -U L/999 Cont. Brg 0- 1- 8 to 19- 3- 0 Shear // Grain in C -U 0.20 2106 0 Hz = 0 DL Defl 0.00" at L/999 Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. ----------Top Chords---------- PLATING CONFORMS TO TPI. A -V 0.08 13 C 0.00 0.08 REPORTS: SBCCI 9761 V -W 0.08 13 C 0.00 0.08 ROBBINS ENGINEERING, INC. W -X 0.07 13 C 0.00 0.07 USING GROSS AREA TEST. X -Y 0.07 13 C 0.00 0.07 Plate - LOCK 20 Ga, Gross Area Y -Z 0.07 13 C 0.00 0.07 Plate - RHS 20 Ga, Gross Area Z -AA 0.07 13 C 0.00 0.07 Jt Type Plt Size X Y JSI AA -BB 0.07 13 C 0.00 0.07 A LOCK 1.0x 4.0 Ctr-0.5 0.98 BB -CC 0.07 13 C 0.00 0.07 V LOCK 1.Ox 4.0 Ctr-0.5 0.98 CC-52 0.07 13 C 0.00 0.07 W LOCK 1.0x 4.0 Ctr-0.5 0.98 S2-DD 0.07 13 C 0.00 0.07 X LOCK 1.0x 4.0 Ctr-0.5 0.98 DD-EE 0.07 13 C 0.00 0.07 Y LOCK 1.0x 4.0 Ctr-0.5 0.98 EE-FF 0.07 13 C 0.00 0.07 Z LOCK 1.0x 4.0 Ctr-0.5 0.98 FF-GG 0.07 13 C 0.00 0.07 AA LOCK 1.0x 4.0 Ctr-0.5 0.98 GG-HH 0.08 13 C 0.00 0.08 BB LOCK 1.Ox 4.0 Ctr-0.5 0.98 HH-II 0.08 13 C 0.00 0.08 CC LOCK 1.Ox 4.0 Ctr-0.5 0.98 II-D 0.05 13 C 0.00 0.05 DD LOCK 1.0x 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- EE LOCK 1.0x 4.0 Ctr-0.5 0.98 C -U 0.18 0 T 0.00 0.18 FF LOCK 1.Ox 4.0 Ctr-0.5 0.98 U -T 0.23 0 T 0.00 0.23 GG LOCK 1.0x 4.0 Ctr-0.5 0.98 E lx4 G 1x3 i Scale: 0.324" = 1' HH LOCK 1.0x 4.0 Ctr-0.5 0.98 II LOCK 1.0x 4.0 Ctr-0.5 0.98 D LOCK 1.0x 4.0 Ctr-0.5 0.98 U LOCK 1.0x 4.0 Ctr 0.5 0.98 T LOCK 1.Ox 4.0 Ctr 0.5 0.98 S LOCK 1.0x 4.0 Ctr 0.5 0.98 R LOCK 1.0x 4.0 Ctr 0.5 0.98 Q LOCK 1.0x 4.0 Ctr 0.5 0.98 P LOCK 1.Ox 4.0 Ctr 0.5 0.98 0 LOCK 1.0x 4.0 Ctr 0.5 0.98 N LOCK 1.0x 4.0 Ctr 0.5 0.98 M LOCK 1.0x 4.0 Ctr 0.5 0.98 L LOCK 1.Ox 4.0 Ctr 0.5 0.98 A LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.0x 4.0 Ctr 0.5 0.98 I LOCK 1.0x 4.0 Ctr 0.5 0.98 H LOCK 1.0x 4.0 Ctr 0.5 0.98 E LOCK 1.0x 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/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 143 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Ponrail 2I72006 1:35:26 PM Pagel • Job Mark Quan Type Span Pl-HI Left OH Right OH Engineering BWD13CBFL FG3 1*2P FLAT 150400 10400 0 0 ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 HO 1-4-0 TC 15-4-0 #5x6 R #3x6 #4x6 2x4 N O F 3x8 #3x6 #3x6 #4x6 #6x8 A SPL P Q I B 1-4-0 ' D .� y`P It C #4x6 M L G K J H #3x6 #5x6 #3x6 3x10 #3x6 #5x8 #5�yx6 SPL W:400 W:400 W:400 W:400 R:3551 R:7093 R:2658 R: 836 U: 40 BC* 5-8-0 6-4-0 .i 3-4-0 t 15-4-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.392" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 +++++++++++++++ * 2-Ply Truss +++++++++++++++ CSI -Size- ----Lumber---- TC 0.72 2x 6 SP-#2 BC 0.56 2x 4 SP-#2 WB 0.82 2x 4 SP-#3 EX D -A 2x 6 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 4- 0 BC Cont. 0- 0- 0 15- 4- 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' 15.3' BC V 0 10 0.0' 15.3' TC V 580 218 0.0' 6.7' TC V 320 120 0.0' 15.3' Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -N 0.35 3631 C 0.01 0.34 N -0 0.35 2906 C 0.01 0.34 0 -R 0.40 2370 T 0.19 0.21 R -F 0.72 2370 T 0.19 0.53 F -P 0.72 2370 T 0.19 0.53 P -0 0.16 1203 C 0.00 0.16 Q -I 0.35 1330 C 0.00 0.35 I -B 0.38 574 T 0.03 0.35 --------Bottom Chords --------- D -M 0.13 0 T 0.00 0.13 M -L 0.56 3631 T 0.41 0.15 L -G 0.50 2906 T 0.33 0.17 G -K 0.25 1203 T 0.02 0.23 K -J 0.23 1330 T 0.15 0.08 J -H 0.11 574 C 0.00 0.11 H -C 0.16 0 T 0.00 0.16 ------------- Webs ------------- D -A 0.13 3481 C A -M 0.82 4108 T M -N 0.19 1954 C N -L 0.11 1172 C L -0 0.08 400 T O -G 0.51 5255 C G -F 0.30 3164 C G -P 0.28 2857 C K -P 0.04 216 T K -Q 0.06 644 C J -Q 0.08 892 C J -I 0.41 2091 T H -I 0.23 2433 C H -B 0.06 600 C C -B 0.08 821 C LL Defl -0.03" in M -L L/999 TL Defl -0.04" in M -L L/999 Shear // Grain in R -F 0.85 DL Defl -0.12" at M L/496 Plates for each ply each face. Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. Lbs Moving Point Load applied REPORTS: SBCCI 9761 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. on BC BASED ON SP LUMBER USING GROSS AREA TEST. it React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx Plate - RES 20 Ga, Gross Area D 3551 0 4- 0 2- 2 it Type Plt Size X Y JSI G 7094 OG 4- 0 3-13 A LOCK 3.Ox 8.0 1.0 Ctr 0.92 H 2658 0 4- 0 1- 7 O# LOCK 4.Ox 6.0 0.5 Ctr 0.63 C 837 40G 4- 0 1- 0 B# LOCK 6.Ox 8.0 0.1 1.1 0.32 G = Gravity Uplift M# LOCK 5.0x 6.0-1.0 Ctr 0.89 J# LOCK 5.Ox 8.0 1.0-1.0 0.52 Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 217=06 1:35:20 PM Pagel # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 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 2 3.5 10 0 BC 1 12 24 0 WB 1 4 4 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Max comp. force 5255 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Q uan Type Span P1-H1 Left OH Right OH Engiiieeritig BWD13CBFL FT13 1 BB 110400 10400 0 0 ENGLE/BWD13CBFL/M#3813 HO 1-4-0 m HO 1-4-0 m 0 TCH. 11-1-0 0 .~ lx3 lx3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx41x4 B O P Q R S T U V C E 1-4-0 A 2x N M L R J I H G 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 / / r � 'y �1'r /� j �. �o.' � ) -tX /..�✓��'!��l+;:h` i . / /Common r � Y:+... :�fi�4'' ,.�S�cii. Diagonal: 1-2-8 BC, 11-4-0 11-4-0 - ALL PLATES ARE LOCK20 Scale: 0.545" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.09 4x 2 SP-#2 BC 0.25 4x 2 SP-#2 WB 0.03 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 4- 0 BC Cont. 0- 0- 0 11- 4- 0 Loading Live Dead (psf) TC 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- 1- 8 to 11- 2- 8 1209 0 Hz = 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- B -0 0.08 14 C 0.00 0.08 0 -P 0.08 14 C 0.00 0.08 P -Q 0.07 14 C 0.00 0.07 Q -R 0.07 14 C 0.00 0.07 R -S 0.07 14 C 0.00 0.07 S -T 0.07 14 C 0.00 0.07 T -U 0.09 14 C 0.00 0.09 U -V 0.09 14 C 0.00 0.09 Robbins Engineering, Inc./Online Plus'" V -C 0.08 14 C 0.00 0.08 --------Bottom Chords --------- A -N 0.18 0 T 0.00 0.18 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 0.25 0 T 0.00 0.25 G -D 0.10 0 T 0.00 0.10 ------------- Webs ------------- A -B 0.01 61 C 0.01 0.00 N -0 0.02 139 C M -P 0.02 132 C L -Q 0.02 133 C K -R 0.02 133 C J -S 0.02 134 C I -T 0.02 128 C H -U 0.02 149 C G -V 0.03 88 T D -C 0.01 87 C 0.01 0.00 LL Defl 0.00" in H -G L/999 TL Defl 0.00" in H -G L/999 Shear // Grain in A -N 0.20 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 1.0x 4.0 Ctr-0.5 0.90 O LOCK 1.Ox 4.0 Ctr-0.5 0.90 P LOCK 1.Ox 4.0 Ctr-0.5 0.90 Q LOCK 1.0x 4.0 Ctr-0.5 0.90 R LOCK 1.0x 4.0 Ctr-0.5 0.90 S LOCK 1.0x 4.0 Ctr-0.5 0.90 T LOCK 1.0x 4.0 Ctr-0.5 0.90 U LOCK 1.0x 4.0 Ctr-0.5 0.90 V LOCK 1.0x 4.0 Ctr-0.5 0.90 C LOCK 1.Ox 4.0 Ctr-0.5 0.90 N LOCK 1.0x 4.0 Ctr 0.5 0.90 M LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 1.0x 4.0 Ctr 0.5 0.90 J LOCK 1.0x 4.0 Ctr 0.5 0.90 I LOCK 1.0x 4.0 Ctr 0.5 0.90 H LOCK 1.0x 4.0 Ctr 0.5 0.90 G LOCK 1.Ox 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 149 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7R006 1:35:26 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWDI3CBFL FT10 6 M150 110800 10400 0 0 ENGLE/BWDI3CBFL/M#3813 1-4-0 HO 1-4-0 HO 1-4-0 rA ra Q O 8-8 2-0-0 8-8-''- 5-10- 0 - lx3 lx3 3x3 3x3 3x3 3x3 3x3 3x3 E Q A C RIn� I El ° J 17, K G 2x3 2.3 W:308 R: 662 BC p u n 3x4 3x3 lx4 lx4 3x3 Common Diagonal: 1-3-0 5-10-0 11-8-0 ALL PLATES ARE LOCK20 5-10-0 3x4 i I i WI:308 R: 662 Scale: 0.505" = 1 Robbins Engineering, Inc./Online Plus- R -I 0.34 597 C 0.00 0.34 NOTES: --------Bottom Chords--------- Trusses Manufactured by: Online Plus -- Version 18.0.014 G -P 0.25 0 T 0.00 0.25 East Coast Lumber RUN DATE: 07-FEB-06 P -O 0.55 1144 T 0.11 0.44 Analysis Conforms To: O -B 0.59 1582 T 0.25 0.34 FBC2004 CSI -Size- ----Lumber---- B -D 0.59 1582 T 0.25 0.34 Design checked for LL on BC TC 0.35 4x 2 SP-#2 D -N 0.59 1582 T 0.25 0.34 per BOCA (section 1606.2.3), BC 0.59 4x 2 SP-#2 N -M 0.55 1144 T 0.11 0.44 IBC/IRC-2003,and FBC 2004 WB 0.32 4x 2 SP-#3 M -K 0.28 0 T 0.00 0.28 (section 1607.1), 20.0 psf. -------------Webs------------- Design checked for 10 psf non - Brace truss as follows: G -E 0.12 656 C concurrent LL on BC. O.C. From To E -P 0.32 812 T Provide 2X6 continuous TC Cont. 0- 0- 0 11- 8- 0 P -Q 0.15 760 C strongbacks (on edge) every BC Cont. 0- 0- 0 11- 8- 0 Q -O 0.16 423 T 10.0 Ft. Fasten to each O -A 0.08 432 C truss w/ 3-16d nails at Loading Live Dead (psf) B -A 0.07 190 T truss member(s). TC 40.0 10.0 D -C 0.07 190 T This truss must be installed BC 0.0 5.0 C -N 0.08 432 C as shown. It cannot be Total 40.0 15.0 55.0 N -R 0.16 423 T installed upside-down. Spacing 24.0" R -M 0.15 760 C Max comp. force 1582 Lbs Lumber Duration Factor 1.00 M -I 0.32 812 T Quality Control Factor 1.25 Plate Duration Factor 1.00 K -I 0.12 656 C TC Fb=1.15 Fc=1.10 Ft=1.10 FABRICATOR NOTES: BC Fb=1.10 Fc=1.10 Ft=1.10 LL Defl -0.07" in 0 -B L/999 1. EAST COAST LUMBER 6 SUPPLY TL Defl -0.09" in 0 -B L/999 F.M. HILPERT, P.E.#50477 Plus 2 Unbalanced Load Cases Shear // Grain in 0 -B 0.29 5285 ST. LUCIE BLVD. Plus 1 UBC LL Load Case(s) DL Defl -0.12" at B L/999 FORT PIERCE FL. 34946 Plus 1 BC LL Load Case(s) 2. !!!CAUTION!!! READ "BCSI-B1 Plates for each ply each face. SUMMARY SHEET" BEFORE Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. HANDLING , INSTALLING 6 Lbs Moving Point Load applied REPORTS: SBCCI 9761 BRACING TRUSSES. at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. 3. SEE ATTACHED DETAIL SHEET on BC USING GROSS AREA TEST. FOR: 1-JACK NAILS. Plate - LOCK 20 Ga, Gross Area 2-TBRACE. 3-BEARING BLOCK. it React Uplft Size Req'd Plate - RHS 20 Ga, Gross Area 4. DESIGNER: JLW Lbs Lbs In-Sx In-Sx it Type Plt Size X Y JSI G 663 OG 3- 8 1- 0 E LOCK 3.Ox 3.0 0.5 Ctr 0.99 K 662 OG 3- 8 1- 0 I LOCK 3.Ox 3.0-0.5 Ctr 0.99 G = Gravity Uplift B LOCK 1.0x 4.0 Ctr 0.5 0.90 D LOCK 1.0x 4.0 Ctr 0.5 0.90 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -Q 0.34 597 C 0.00 0.34 REFER TO ROBBINS ENG. GENERAL Q -A 0.35 1419 C 0.01 0.34 NOTES AND SYMBOLS SHEET FOR A -C 0.29 1582 C 0.01 0.28 ADDITIONAL SPECIFICATIONS. C -R 0.35 1419 C 0.01 0.34 Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 1:35:24 PM Page 1 • Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWD13CBFL FT11 3 M150 120900 10400 0 0 ENGLE/BWDI3CBFL/M#3813 1-4-0 HO 1-4-0 HO 1-4-0 TC 2-0-0 6- 4- 8 - 4x6 3x3 3x3 3x3 3x3 3x3 4x6 E M A C sl N G IF 2x3 HGR R: 741 BC 4x4 3x3 3x3 lx4 lx4 3x3 4x4 II Common Diagonal: 1-3-0 (IJI HGR R: 741 6-4-8 6-4-8 12-9-0 ALL PLATES ARE LOCK20 Scale: 0.476" = 1 Robbins Engineering, Inc./Online Plus'" N -G 0.41 702 C 0.00 0.41 --------Bottom Chords--------- OnlinePlus -- Version 18.0.014 F -P 0.27 0 T 0.00 0.27 RUN DATE: 07-FEB-06 P -K 0.58 1317 T 0.12 0.46 K -S2 0.53 1934 T 0.18 0.35 CSI -Size- ----Lumber---- S2-B 0.69 1934 T 0.30 0.39 TC 0.42 4x 2 SP-#2 B -D 0.69 1934 T 0.30 0.39 BC 0.69 4x 2 SP-#2 D -J 0.69 1934 T 0.30 0.39 WB 0.37 4x 2 SP-#3 J -I 0.58 1317 T 0.12 0.46 I -0 0.28 0 T 0.00 0.28 Brace truss as follows: ------------- Webs ------------- O.C. From To F -E 0.07 404 C TC Cont. 0- 0- 0 12- 9- 0 F -E 0.07 404 C BC Cont. 0- 0- 0 12- 9- 0 E -P 0.37 934 T P -M 0.17 855 C Loading Live Dead (psf) M -K 0.17 444 T TC 40.0 10.0 K -A 0.10 529 C BC 0.0 5.0 B -A 0.07 177 T Total 40.0 15.0 55.0 D -C 0.07 177 T Spacing 24.0" C -J 0.10 529 C Lumber Duration Factor 1.00 J -N 0.17 444 T Plate Duration Factor 1.00 N -I 0.17 855 C TC Fb=1.15 Fc=1.10 Ft=1.10 I -G 0.37 934 T BC Fb=1.10 Fc=1.10 Ft=1.10 O -G 0.07 404 C 0 -G 0.07 404 C Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) LL Defl -0.11" in S2-B L/999 Plus 1 BC LL Load Case(s) TL Defl -0.13" in S2-B L/999 Shear // Grain in E -M 0.26 Checked for NonConcurrent 200 DL Defl -0.12" at B L/999 Lbs Moving Point Load applied at Panel Points and Mid -panel Plates for each ply each face. on BC PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. F 741 OG 3- 8 1- 0 Plate - LOCK 20 Gar Gross Area O 741 OG 3- 8 1- 0 Plate - RHS 20 Gar Gross Area G = Gravity Uplift Jt Type Plt Size X Y JSI E LOCK 4.Ox 6.0 Ctr-0.5 0.61 Membr CSI P Lbs Axl-CSI-Bnd G LOCK 4.Ox 6.0 Ctr-0.5 0.61 ----------Top Chords---------- P LOCK 4.Ox 4.0 Ctr 0.5 0.86 E -M 0.41 702 C 0.00 0.41 B LOCK 1.0x 4.0 Ctr 0.5 0.90 M -A 0.42 1623 C 0.01 0.41 D LOCK 1.0x 4.0 Ctr 0.5 0.90 A -C 0.34 1934 C 0.02 0.32 I LOCK 4.Ox 4.0 Ctr 0.5 0.86 C -S1 0.33 1623 C 0.01 0.32 S1-N 0.42 1623 C 0.01 0.41 Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 1:35:25 PM Page 1 0 x3 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 1934 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW bW U1'4Ub-N1L'I 2004.2 Allov able Stress Design NOTE: 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY THE VERTICAL LOADS SHOWN VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS. WIND AND SEISMIC BRACING. AND OTHER LATERAL BRACING THAT IS ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE PROJECT ENGINEER OR ARCHITECT. 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE LATERAL STABILITY. 3. DO NOT CUT, NOTCH OR DRILL GANG -LAM. 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING GANG -LAM TO SIZE. 6. THIS GANG -LAM IS TO BE USED AS A ROOF BEAM ONLY. MAKE PROVISION FOR ADEQUATE DRAINAGE. 7. PROVIDE COMPRESSION EDGE BRACING AT 24" O.C. OR LESS. DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF GANG -LAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH ALL FOUR PLIES WITH 2 ROWS OF 12" DIAMETER, ASTM GRADE A307 OR EQUAL, BOLTS A 24" OC. STAGGER ROWS. USE FLAT WASHERS UNDER BOLT HEAD AND NUT. OPTIONAL TO AID IN FABRICATION: ATTACH TWO PLIES WITH 2 ROWS OF 16d (3.112") NAILS AT 24" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. ATTACH THE THIRD PLY TO ONE SIDE OF THE DOUBLE WITH 2 ROWS OF 16d (3-12") NAILS AT 24" OC. STAGGER ROWS. ATTACH THE FOURTH PLY TO OTHER SIDE WITH 2 ROWS OF 16d (3-12") NAILS AT 24" OC. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-114") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE WHEN ATTACHING THE FIRST TWO PI IFS _ CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 14457 10689 2 8674 6580 MIN BEARING SIZES (IN-SX) 5- 8 B- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.53" 0.99" 'DEAD LOAD 1.19" TOTAL LOAD 1.32" 1.32" Handling & Erection MSI: 1.00 LOAD TABLE 4 BEAMS 1.75 X 16.000 GL2250Fb-1.5E DESIGN CRITERIA VSI: 0.41 DESIGN CONSISTS OF 4 - PLIES FASTENED NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES) . LIVE LOAD 20 PSF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. DEAD LOAD = 20 PSF (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD 40 PSF DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF FT-IN-SX FT-IN-SX ROOF LEFT SPAN CARR. 0.00 FT UNIFORM ROOF DEAD TOP 526 PLF 02-04-00 12-04-00 0.90 ROOF RIGHT SPAN CARR. 0.00 FT UNIFORM ROOF LIVE TOP 420 PLF 02-04-00 12-04-00 1.25 UNIFORM WALL DEAD TOP 110 PLF 00-00-00 20-04-00 0.90 DEFLECTION CRITERIA TRAPEZOIDAL ROOF DEAD TOP 90 PLF 14-04-00 20-04-00 41 PLF 0.90 LIVE LOAD DEFL: L / 240 UNIFORM ROOF DEAD TOP 79 PLF 00-00-00 04-10-00 0.90 TOTAL LOAD DEFL: L / 180 UNIFORM ROOF DEAD TOP 79 PLF 16-06-00 20-04-00 0.90 TRAPEZOIDAL ROOF LIVE TOP 72 PLF 14-04-00 20-04-00 32 PLF 1.25 UNIFORM ROOF LIVE TOP 64 PLF 00-00-00 04-10-00 1.25 UNIFORM ROOF LIVE TOP 64 PLF 16-06-00 20-04-00 1.25 CODE COMPLIANCES UNIFORM BEAM WEIGHT 32 PLF 00-00-00 20-04-00 0.90 REPORT q CONCENTRATED ROOF DEAD TOP 1738 LBS 01-04-00 MINBRG=2.50" 0.90 ICBO ER-5004 CONCENTRATED ROOF DEAD TOP 1734 LBS 13-04-00 MINBRG=2.50" 0.90 CCN,C 11518-R CONCENTRATED ROOF LIVE TOP 1391 LBS 01-04-00 MINBRG-2.50" 1.25 N.Y. CITY MEA 97-94-E CONCENTRATED ROOF LIVE TOP 1387 LBS 13-04-00 MINBRG=2.50" 1.25 WISCONSIN 200124-W CONCENTRATED ROOF DEAD TOP 726 LBS 07-06-00 MINBRG=2.50" 0.90 L.A. City RR 25167 CONCENTRATED ROOF DEAD TOP 726 LBS 13-10-00 MINBRG=2.50" 0.90 NER 622 CONCENTRATED ROOF LIVE TOP 581 LBS 07-06-00 MINBRG=2.50" 1.25 HUD MR 1214D CONCENTRATED ROOF LIVE TOP 581 LBS 13-10-00 MINBRG-2.50" 1.25 CONCENTRATED ROOF DEAD TOP 553 LBS 05-10-00 MINBRG-2.50" 0.90 CONCENTRATED ROOF DEAD TOP 553 LBS 15-06-00 MINBRG=2.50" 0.90 CONCENTRATED ROOF LIVE TOP 442 LBS 05-10-00 MINBRG=2.50" 1.25 CONCENTRATED ROOF LIVE TOP 442 LBS 15-06-00 MINBRG=2.50" 1.25 WARNING NOTES THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG -LAM LVL OR LPI JOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL. PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE GANG -LAM 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 GANG -LAM LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. THIS COMPONENT MEETS CODE ALLOWED DEFLECTION CRITERIA: CALCULATED DEFLECTION EXCEEDS 314" AND SHOULD BE REVIEWED BY PROJECT DESIGNER FOR ADEQUACY. GANG -LAM LVL ROOF BEAMS ARE MANUFACTURED WITHOUT CAMBER, THEREFORE, 12 IN ADDITION TO COMPLYING WITH THE DEFLECTION LIMITS OF LOCAL BUILDING CODES, OTHER DEFLECTI N CONSIDERATIONS SHOULD BE EVALUATED BY THE 0 PROJECT ENGINEER OR A&CHITECT SUCH AS PONDING. CRACKING AND AESTHETICS. (POSITIVE DRAINAGE IS E Ylft�lmlf�lllllll Miscellaneous Information 16.0000 I 3.0 usi .50500 5.250 7.000 CROSS SECTION 20- 4- 0 THIS DRAWING IS NOT TO SCALE Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval an installed by others. No loads are to be applied to the instructions from the designers of the complete structure before using this component unlit after all the framing and fastening are component. It the design criteria fisted above does not meet local building completed. At no lime shall loads greater than design loads code requirements, do not use this design. When this drawing is signed be applied to the component. and sealed, the structural design is approved as shown in this drawing based on data provided by the customer. Gang -Lam LVL and CTR, LPI Design Criteria joists are made without umber and will deflect under load. Wood in direct The design and material specified are in substantial contact with concrete must be protected as required by code. Continuous conformity with the latest revisions of NDS and AITC.' lateral support is assumed (wall, floor boom, etc.). LP does not provide Dead load deflection includes adjustment factor for creep. on -site inspection. This drawing must have an Architect's or Engineer's se: Total load deflection is instantaneous. afixed to be considered an Engineering document. Gang -Lam LVL and CTR, LPI Joist Specifications ' Supports and connections for Gang -Lam LVL and CTR, LPI Joists to be specific applications. Common nails driven parallel to glue lines shall be spaced a minimum of 4' for 10d and 3-for lid. ' Do not cut, notch, drill or alter Gang -Lam LVL and CTR, LPI Joists except as shown in published material from LP any use of Gang -Lam LVL and CTR, LPI Joists contrary to the limits set forth heteon,nagates any express warranty of the product and LP disclaims all implied warranties including the implied warranties of merchantability and fitness for a particular use. A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR LP is a registered trademark of Louisiana-Pacific Corporation. Software Provided By: LP Engineered Wood Products 2706 Highway 421 North Wilmington, NC 26401 Local 910.762.9878 National Wats 800.999.9105 DWG SHEET CN^\ L_ 1 011'30106 SBCCI t3 W U 13U t1-M LZ 2004.2 Allowable Stress Design NOTE: LOAD TABLE 2 BEAMS 1.75 X 16.000 GL2250Fb-1.5E DESIGN CRITERIA MSI: 0.58 VS 1: 0.66 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN VERIFICATION OF S SHOWN ARE FOR INPUT LOAD CASE NOTE: LOAD(1). OTHER LOAD CASES TOGETHER (REFER TO NOTES) . LIVE LOAD = 20 PSF LOADING, DEFLECTION LIMITATIONS, FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. DEAD LOAD 20 PSF METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD 40 PSF LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX ROOF LEFT SPAN CARR. 0.00 FT OR ARCHITECT. UNIFORM ROOF DEAD TOP 392 PLF 08-00-00 12-00-00 0.90 ROOF RIGHT SPAN CARR. 0.00 FT 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE U14IFORM ROOF LIVE TOP 313 PLF 08-00-00 12-00-00 1.25 LATERAL STABILITY. UNIFORM ROOF LIVE TOP 256 PLF 13-00-00 20-00-00 1.00 DEFLECTION CRITERIA 3. DO NOT CUT, NOTCH OR DRILL GANG -LAM. UNIFORM ROOF LIVE TOP 229 PLF 00-00-00 13-00-00 1.25 LIVE LOAD DEFL: L / 240 4. SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM ROOF DEAD TOP 174 PLF 00-00-00 11-00-00 0.90 TOTAL LOAD DEFL: L / 180 5. VERIFY DIMENSIONS BEFORE CUTTING UNIFORM ROOF LIVE TOP 139 PLF 00-00-00 11-00-00 1.25 GANG -LAM TO SIZE. UNIFORM WALL DEAD TOP 110 PLF 00-00-00 20-00-00 0.90 6. THIS GANG -LAM IS TO BE USED AS A U14I FORM ROOF DEAD TOP 94 PLF 13-00-00 20-00-00 0.90 ROOF BEAM ONLY. UNIFORM ROOF DEAD TOP 85 PLF 00-00-00 13-00-00 0.90 CODE COMPLIANCES MAKE PROVISION FOR ADEQUATE DRAINAGE. UNIFORM BEAM WEIGHT 16 PLF 00-00-00 20-00-00 0.90 REPORT H 7. PROVIDE COMPRESSION EDGE BRACING AT CONCENTRATED ROOF DEAD TOP 1791 LBS 07-00-00 MINBRG-2. 50" 0.90 ICBO ER-5004 EACH END OF COMPONENT. CONCENTRATED ROOF DEAD TOP 1444 LBS 13-00-00 M,INBRG-2.50" 0.90 CCMC 11518-R CONCENTRATED ROOF DEAD TOP 1444 LBS 20-00-00 MINBRG=2.50" 0.90 N.Y. CITY MEA 97-94-E DESIGN ASSUMES COMPONENTS CARRIED ARE CONCENTRATED ROOF LIVE TOP 1433 LBS 07-00-00 MINBRG-2.50" 1.25 WISCONSIN 200124-W APPLIED TO TOP EDGE OF GANG -LAM, SUCH THAT CONCENTRATED ROOF LIVE TOP 1155 LBS 13-00-00 MINBRG-2.50" 1.25 L.A. City RR 25167 LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. CONCENTRATED ROOF LIVE TOP 1155 LBS 20-00-00 MINBRG=2. 50" 1.25 NER HUD 622 MR 1214 D ATTACH THE TWO PLIES WITH 3 ROWS OF 16d CONCENTRATED ROOF DEAD TOP 957 LBS 12-00-00 MINBRG-2 . 50" 0.90 (3-12") NAILS AT 12" OC STAGGER ROWS. CONCENTRATED ROOF LIVE TOP 765 LBS 12-00-00 MINBRG=2. 50" 1.25 NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-114") MAY BE USED, BUT HALF MUST BE DRIVEN FROM CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 3 1 5522 18635 1302 2 2893 9858 647 MIN BEARING SIZES (IN-SX) 8- 0 8- 0 4- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.12" 0.63" DEAD LOAD 0.21" TOTAL LOAD 0.26" 0.84" Handling & Erection Temporary and permanent bracing for holding component plumb and for resisting lateral forces shall oe designed and installed by others. No loads are to be applied to the component unfit after all the framing and fastening are completed. At no time shall loads greater than design loads be applied to the component. Design Criteria The design and material specified are in substantial conformity with the latest revisions of NDS and AITC. Dead load deflection includes adjustment factor for creep. Total load deflection is instantaneous. WARNING NOTES: THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG -LAM LVL OR LPI JOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL. PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE GANG -LAM 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 GANG -LAM LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS 16.000 1.750 3.500 CROSS SECTION Miscellaneous Information The use of this component shall tie specified by the designer of the complete structure. Obtain all the necessary code compliance approval am instructions from the designers of the complete structure before using this component. If the design criteria listed above does not meet local building code requirements, do not use this design. When this drawing is signed and sealed, the structural design is approved as shown in this drawing based on data provided by the customer. Gang -Lam LVL and CTR, LPI joists are made without camber and will deflect under load. Wood in direct contact with connate must be protected as required by code. Continuous lateral support is assumed (wall, floor beam, etc.). LP does not provide on -site inspection. This drawing must have an Architect's or Engineer's set afixed to be considered an Engineering document. 12 0 F_ 13- 0- 0 7- 0- 0 20- 0- 0 THIS DRAWING IS NOT TO SCALE Gang -Lam LVL and CTR, LPI Joist Specifications Software Provided By: - Supports and connections for Gang -Lam LVL and CTR, LPI Joists to be LP Engineered Wood Products specific applications. 2706 Highway 421 North 'Common nails driven parallel to glue lines shall be spaced a minimum of 4' for fact and 3' for So Wilmington, NC 28401 Do not cut, notch, drill or her Gang -Lam LVL and CTR, LPI Joists except as shown Local 910.762.9878 in published material from LP any use of Gang -Lam LVL and CTR, LPI Joists contrary National Wats 800.999.9105 to the limits sal forth hereon,negates any express warranty of the product and LP disclaims all implied warranties including the implied warranties of merchantability and fitness lot a particular use. \1\ L 2 DWG # 'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR LP is a registered trademark of Louisiana-Pacific Corporation. I SHEET # 01130fN SBCCI ' Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBLR GEI 1 MONO 60400 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 3-6-3 HO 4-3 HO 3-6-3 TC 1-270 2x4 E G BC 6-4-0 6-4-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.06 2x 4 SP-#2 BC 0.16 2x 4 SP-#2 WB 0.05 2x 4 SP-#3 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 4- 0 BC Cont. 0- 0- 0 6- 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 5 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- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.06 121 C 0.00 0.06 D -F 0.04 92 C 0.00 0.04 F -B 0.04 63 C 0.00 0.04 --------Bottom Chords --------- A -E 0.11 9 C 0.00 0.11 E -G 0.13 0 T 0.00 0.13 G -C 0.16 0 T 0.00 0.16 ------------- Webs ------------- C -B 0.05 67 C WindLd ----------Gable Webs---------- E-D 0.02 143 C G -F 0.02 154 C LL Defl 0.00" in G -C L/999 TL Defl 0.00" in G -C L/999 Shear // Grain in A -E 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: Cont. Brg 0- 0- 0 to 6- 4- 0 East Coast Lumber 603 120 Hz = 170 Analysis Conforms To: Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 12:15:10 PM Page 1 Scale: 0.526" = 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 154 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW r Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWD13CBLR MIA 5 MONO 60400 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 3-6-3 HO 4-3 TC 1-2-0 BC Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.44 2x 4 SP-#2 BC 0.57 2x 4 SP-#2 WB 0.06 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 4- 0 BC Cont. 0- 0- 0 6- 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 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 6-4-0 HO 3-6-3 2x4 L W:308 HGR R: 349 R: 330 U: 47 U: 72 6-4-0 6-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 170 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.44 87 C 0.00 0.44 --------Bottom Chords --------- A -C 0.57 121 T 0.00 0.57 ------------- Webs ------------- C -B 0.06 195 C WindLd LL Defl -0.05" in A -C L/999 TL Defl -0.11" in A -C L/643 Shear // Grain in A -B 0.25 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 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 349 48 3- 8 1- 0 Soffit psf 2.0 Hz = -90 Design checked for LL on BC C 330 72 3- 0 1- 0 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 2/7/2006 12:15:11 PM Page 1 4 Scale: 0.502" = 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: 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 195 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWDI3CBLR HIB 2 HHIP 60400 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 2-4-0 HO 4-3 TC 1-2-0 3-11-10 4x4 A HO 2-4-0 2-4-6 u 2x4 c W:000 HGR R: 447 R: 738 U: 48 U: 11 BC 6-4-0 6-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Lbs Lbs In-Sx In-Sx A 448 48 8- 0 1- 0 Online Plus -- Version 18.0.014 Hz = -57 RUN DATE: 07-FEB-06 D 738 12 3- 8 1- 0 Hz = 111 CSI -Size- ----Lumber---- TC 0.29 2x 4 SP-#2 BC 0.34 2x 4 SP-#2 WB 0.17 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 4- 0 BC Cont. 0- 0- 0 6- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 6.3' BC V 0 10 0.0' 6.3' TC V 0 110 4.0' 6.3' TC V 70 70 4.0' 6.3' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.13 429 C 0.00 0.13 B -C 0.29 385 C 0.00 0.29 --------Bottom Chords --------- * -E 0.34 385 T 0.06 0.28 E -D 0.19 79 T 0.00 0.19 ------------- Webs ------------- E -B 0.05 335 C E -C 0.17 541 T D -C 0.12 731 C WindLd LL Defl 0.01" in A -E L/999 TL Defl -0.01" in A -E L/999 Shear // Grain in B -C 0.41 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 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/12006 12:15:12 PM Page 1 D x4 Scale: 0.626" = 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: 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 731 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: TLW • Job Mark uan Type Span P1-H1 Left OH Right OH Engineering Q BWD13CBLR GID 2 HHIP 60400 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 2-4-0 HO 4-3 HO 2-4-0 TC. 1-2-0 _ 3-11_10 ..' -' _ 2-4-6 -`- -- 4x4 2x4 4x4 W:800 HGR R: 555 R:125a U: 132 U: 378 BC 6-4-0 6-4-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.12 2x 4 SP-#2 BC 0.26 2x 6 SP-#2 WB 0.36 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 4- 0 BC Cont. 0- 0- 0 6- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 6.3' BC V 0 10 0.0' 6.3' TC V 99 121 5.0' 6.3' BC V 574 344 5.0' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus'" Lbs Lbs In-Sx In-Sx A 555 132 8- 0 1- 0 Hz = -54 D 1259 379 3- 8 1- 8 Hz = 105 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.12 627 C 0.00 0.12 B -G 0.04 595 C 0.00 0.04 G -C 0.12 595 C 0.00 0.12 --------Bottom Chords --------- A -F 0.26 563 T 0.04 0.22 F -D 0.08 74 T 0.00 0.08 ------------- Webs ------------- B -F 0.03 136 T F -G 0.02 132 C F -C 0.36 1149 T D -C 0.20 1214 C WindLd LL Defl -0.01" in A -F L/999 TL Defl -0.02" in A -F L/999 Shear // Grain in G -C 0.24 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI F LOCK 6.Ox 6.0 0.5-0.2 0.73 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 4 Scale: 0.648" = 1' Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1214 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Trusses Manufactured by: it React Uplft Size Req'd East Coast Lumber Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 12:15:13 PM Pagel • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBLR 1 2 MONO s0000 6 1- 2- o 0 ENGLE/BWD13CBLR/M#3813 HO 4-3 HO 2-10-3 TC 1-2-0 _ 5-0-0 2-10-3 BC Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP-#2 BC 0.42 2x 4 SP-#2 WB 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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) 2x4 Ll W:800 HGR R: 300 R: 304 U: 40 U: 57 5-0-0 5-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 132 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.26 67 C 0.00 0.26 --------Bottom Chords --------- A -C 0.42 94 T 0.00 0.42 ------------- Webs ------------- C -B 0.04 153 C WindLd LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -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 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 301 40 8- 0 1- 0 Soffit psf 2.0 Hz = -70 Design checked for LL on BC C 305 58 3- 8 1- 0 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering- Portrait 2/7/2006 12:15:12 PM Pagel C x4 Scale: 0.575" = t IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 153 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBLR HI 1 HIPP 210200 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBLR/M#3813 Ho 4-3 HO 4-3 TC 1-2-0 7-0-0 7-2-0 7-0-0 1-2-0 2x4 I 4x8 4x8 B C 6 - 2x4 2x4 H J 3-10-3 5x6 5x6 A D 1A G S1 E LIF 3x4 3x6 3x8 ,3x4 W:800 W:800 R:1859 R:1859 U: 380 U: 380 BC 21-2-0 ... 21-2-0 ALL PLATES ARE LOCK20 Scale: 0.284" = 1' Online Plus -- Version 18.0.014 nrnJ r)ATR • 117-117F.R-(1Fi CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.79 2x 4 SP-#2 WB 0.20 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 2- 0 BC Cont. 0- 0- 0 21- 2- 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' 21.2' BC V 0 10 0.0' 21.2' TC V 50 38 7.0' 14.2' BC V 0 13 7.1' 14.0' BC V 280 280 7.1' CL-LB BC V 280 280 14.0' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Robbins Engineering, Inc./Online Plus'" A 1859 380 8- 0 2- 3 Hz = -77 D 1859 380 8- 0 2- 3 Hz = 78 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.37 3364 C 0.09 0.28 H -B 0.43 3216 C 0.08 0.35 B -I 0.47 3254 C 0.09 0.38 I -C 0.47 3254 C 0.09 0.38 C -J 0.43 3216 C 0.08 0.35 J -D 0.37 3363 C 0.09 0.28 --------Bottom Chords --------- A -F 0.79 2977 T 0.31 0.48 F -G 0.60 2887 T 0.31 0.29 G -S1 0.58 2887 T 0.53 0.05 S1-E 0.60 2887 T 0.31 0.29 E -D 0.79 2977 T 0.31 0.48 ------------- Webs ------------- H -F 0.02 83 C F -B 0.20 640 T B -G 0.16 522 T G -I 0.14 637 C G -C 0.16 522 T E -C 0.20 640 T E -J 0.02 83 C LL Defl -0.12" in F -G L/999 TL Defl -0.23" in G -S1 L/999 Shear // Grain in B -I 0.41 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 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 5.0x 6.0 1.4 0.6 0.98 D LOCK 5.Ox 6.0-1.4 0.6 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 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: 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 3364 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Ponrait 2/72006 12:15:08 PM Page 1 • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBLR HIIA 1 HIPP 210200 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBLR/M#3813 HO 4-3 HO 4-3 TC 1-2-0 9-0-0 3-2-0 9-0-0 _ .1_2-0 4x4 4x4 B C 6 2x4 2x4 G H 4-10-3 3x4 3x4 A O F S1 E 3x4 3x6 3x6 W:800 W:800 R: 942 R: 942 U: 190 U: 190 BC 21-2-0 I t 21-2-0 ALL PLATES ARE LOCK20 Scale: 0.284" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.20 2x 4 SP-#2 BC 0.61 2x 4 SP-#2 WB 0.12 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 2- 0 BC Cont. 0- 0- 0 21- 2- 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 943 190 8- 0 1- 2 Hz = -100 D 943 190 8- 0 1- 2 Hz = 101 Robbins Engineering, Inc./Online Plus`" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.20 1429 C 0.01 0.19 G -B 0.20 1209 C 0.01 0.19 B -C 0.08 935 C 0.00 0.08 C -H 0.18 1208 C 0.01 0.17 H -D 0.19 1426 C 0.00 0.19 --------Bottom Chords --------- * -F 0.57 1281 T 0.13 0.44 F -S1 0.61 941 T 0.10 0.51 S1-E 0.46 941 T 0.10 0.36 E -D 0.57 1278 T 0.13 0.44 ------------- Webs ------------- G -F 0.06 295 C F -B 0.12 388 T B -E 0.06 97 C C -E 0.10 346 T E -H 0.06 287 C LL Defl -0.10" in F -S1 L/999 TL Defl -0.16" in F -S1 L/999 Shear // Grain in S1-E 0.43 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI E LOCK 3.Ox 6.0-0.5 Ctr 0.81 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: 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 1429 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW NOTES: Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0,014 Engineering • Portrait 2f7t2006 12:15:09 PM Page 1 < Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBLR GE3 1 MONO 70000 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 3-10-3 HO 4-3 TC 1-2-0 BC Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.16 2x 4 SP-#2 WB 0.08 2x 4 SP-#3 GW 0.02 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 HO 3-10-3 7-0-0 2x4 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Sea Joint D For Typical Gable Plata Size and Placement Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.08 131 C 0.00 0.08 D -F 0.06 97 C 0.00 0.06 F -B 0.04 69 C 0.00 0.04 --------Bottom Chords --------- A -E 0.16 13 C 0.00 0.16 E -G 0.13 0 T 0.00 0.13 G -C 0.16 0 T 0.00 0.16 ------------- Webs ------------- C -B 0.08 68 C WindLd ----------Gable Webs---------- E-D 0.02 174 C G -F 0.02 145 C LL Defl 0.00" in G -C L/999 TL Defl 0.00" in A -E L/999 Shear // Grain in G -C 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: Cont. Brg 0- 0- 0 to 7- 0- 0 East Coast Lumber 656 131 Hz = 188 Analysis Conforms To: Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0,014 Engineering - Portrait 2/72006 12:15:09 PM Pagel Scale: 0.496" = 1' FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 174 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW • Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWDI3CBLR M3A 6 MONO 70000 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 3-10-3 HO 4-3 TC 1-2-0 BC Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- TC 0.54 2x 4 SP-#2 BC 0.66 2x 4 SP-#2 WB 0.08 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) 1-0-0 HO 3-10-3 2x4 B I W:800 HGR R: 375 R: 343 U: 51 U: 79 7-0-0 7-0-0 ALL PLATES ARE L4DCK20 Robbins Engineering, Inc./Online Plus'" Hz = 188 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.54 97 C 0.00 0.54 --------Bottom Chords --------- A -C 0.66 134 T 0.00 0.66 ------------- Webs ------------- C -B 0.08 215 C WindLd LL Defl -0.07" in A -C L/989 TL Defl -0.16" in A -C L/441 Shear // Grain in A -B 0.28 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 376 51 8- 0 1- 0 Soffit psf 2.0 Hz = -100 Design checked for LL on BC C 343 80 3- 8 1- 0 per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 12:15:10 PM Page 1 Scale: 0.472" = 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: 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 215 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW , Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR HS 1 HHIP 320700 6 0 0 ENGLE/BWDI3CBUR/M#3813 HO 6-3 HO 3-10-3 TC. 6-8-0 .--_. _. _25-11-0 2x4 4x12 4x8 2x4 3x12 5x6 K S1 P M S2 Q 7x8 #6x10 6 B C 2x4 3x4 J 3-10-3 6x8e A D Q 4 E I O G N• 91Ox10 u (3x6 J 7x10 2x4 5x12 6x8 HGR AfINIMUAf OF 3.3� W : 300 R:2765 SPL SPL BEARING REQUIRED. R: 2811 U:1153 U:1187 BC! 32-7-0 • 32-7-0 I ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.194" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.73 2x 4 SP-SS EX A -B 2x 4 SP-#2 BC 0.71 2x 4 SP-SS EX G -D 2x 4 SP-#2 WB 0.88 2x 4 SP-#3 EX N -C 2x 4 SP-#2 EX D -C 2x 6 SP-#2 SL 0.09 2x 6 SP-#2 SCB (1) 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 32- 7- 0 BC Cont. 0- 0- 0 32- 7- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 32.6' BC V 0 10 0.0' 32.6' TC V 50 38 6.7' 31.6' TC V -40 -30 31.6' 32.6' BC V 0 13 6.8' 31.6' BC V 0 -10 31.6' 32.6' BC V 280 280 6.8' 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- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -R 0.80 3861 C 0.12 0.68 R -J 0.89 5008 C 0.21 0.68 J -B 0.79 5155 C 0.26 0.53 B -K 0.73 6491 C 0.32 0.41 K -S1 0.61 6491 C 0.22 0.39 S1-P 0.59 6491 C 0.30 0.29 P -M 0.61 5759 C 0.26 0.35 M -S2 0.48 5759 C 0.16 0.32 S2-Q 0.54 5759 C 0.16 0.38 Q -C 0.46 3540 C 0.09 0.37 --------Bottom Chords --------- * -E 0.47 4333 T 0.41 0.06 E -1 0.51 4654 T 0.44 0.07 1 -0 0.70 6835 T 0.65 0.05 O -G 0.71 6835 T 0.65 0.06 G -N 0.75 3540 T 0.36 0.39 N -D 0.48 157 T 0.00 0.48 ------------- Webs ------------- J -E 0.12 377 T E -B 0.14 515 T B -i 0.70 2207 T I -K 0.19 861 C I -P 0.23 415 C 0 -P 0.10 357 T P -G 0.74 1297 C G -M 0.17 781 C G -Q 0.88 2744 T N -Q 0.56 2457 C N -C 0.80 4380 T D -C 0.30 2779 C WindLd ----------- Sliders ------------ A -R 0.09 1446 C LL Defl -0.35" in I -0 L/999 TL Defl -0.71" in I -O L/541 Shear // Grain in R -R 0.60 DL Defl -0.53" at 0 L/720 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 6.Ox 8.0 3.4 1.0 0.90 B LOCK 7.Ox 8.0 1.5-4.3 0.98 S1 LOCK 4.Oxl2.0 Ctr-0.2 0.93 it React Uplft Size Req'd Q LOCK 5.Ox 6.0-0.5 Ctr 0.91 Lbs Lbs In-Sx In-Sx C LOCK 6.Ox10.0 0.2 Ctr 0.98 A 2765 1154 3-12 3- 4 G LOCK 5.Oxl2.0 Ctr-0.5 0.98 Hz = 124 N LOCK 6.Ox 8.0 1.0 Ctr 0.95 D 2811 1187 3- 0 3- 5 ** D# LOCK 10.Ox10.0-2.4 1.6 0.28 Hz = 221 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 Fasten each scab with 2 row(s) of 10d nails at 6 In o.c. along entire length. Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6491 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7P2006 10:56:35 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR HSA 1 HIPP 320700 6 0 1- 3- 0 ENGLE/BWDI3CBUR/M#3813 HO 6-3 HO 3-10-11 0 0 TC 8-8-0 22-0-0 of 0 01 5x6 3x6 3x6 3x6 5x6 B I S2 J C 6 111 4x6 L 2x4 H 4-10-3 / 5x6 A M FSPL G sl E 6a 2x4 5x16 3x6 3x8 4x8 HGR W:300 R:1303 R:1405 U: 539 U: 592 BC 32-7-0 - 32-7-0 ALL PLATES ARE LOCK20 Scale: 0.199" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.62 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.48 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 32- 7- 0 BC Cont. 0- 0- 0 32- 7- 0 WB 1 rows CLB on J -E Attach CLB with (2)-10d nails at each web. Loading Live TC 20.0 BC 0.0 Total 20.0 Spacing Lumber Duration Plate Duration TC Fb=1.15 Fc=1 BC Fb=1.10 Fc=1 Dead (psf) 15.0 5.0 Robbins Engineering, Inc./Online Plus- H -B 0.33 2008 C 0.02 0.31 B -1 0.62 1909 C 0.07 0.55 I -S2 0.61 2182 C 0.03 0.58 S2-J 0.62 2182 C 0.03 0.59 J -C 0.59 715 C 0.00 0.59 C -L 0.23 770 C 0.00 0.23 --------Bottom Chords --------- A -F 0.77 1973 T 0.20 0.57 F -G 0.94 2348 T 0.24 0.70 G -S1 0.66 1932 T 0.19 0.47 S1-E 0.88 1932 T 0.19 0.69 E -M 0.56 165 T 0.00 0.56 ------------- Webs ------------- H -F 0.09 179 T B -F 0.15 500 T F -I 0.48 539 C I -G 0.13 272 C G -J 0.13 455 T J -E 0.40 1486 C 1 Br E -C 0.02 107 T E -L 0.38 1199 T M -L 0.31 1309 C WindLd 20.0 40.0 24.0" LL Defl 0.17" in F -G L/999 Factor 1.25 TL Defl -0.33" in F -G L/999 Factor 1.25 Shear // Grain in J -C 0.37 .10 Ft=1.10 DL Defl -0.22" at S1 L/999 .10 Ft=1.10 Plates for each ply each face. PLATING CONFORMS TO TPI. Plus 6 Wind Load Case(s) REPORTS: SBCCI 9761 Plus 1 UBC LL Load Case(s) ROBBINS ENGINEERING, INC. BASED ON SP LUMBER Checked for NonConcurrent 200 USING GROSS AREA TEST. Lbs Moving Point Load applied Plate - LOCK 20 Gar Gross Area at Panel Points and Mid -panel Plate - RHS 20 Gar Gross Area on BC Jt Type Plt Size X Y JSI A LOCK 5.Ox 6.0 1.8 0.7 0.87 Jt React Uplft Size Req'd B LOCK 5.Ox 6.0 0.7-3.1 0.61 Lbs Lbs In-Sx In-Sx C LOCK 5.Ox 6.0-0.7-3.1 0.61 A 1303 539 3- 8 1- 9 L LOCK 4.Ox 6.0 Ctr-0.1 0.69 Hz = -145 F LOCK 5.Oxl6.0 Ctr-0.5 0.71 M 1405 593 3- 0 1-11 Hz = 231 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.39 2242 C 0.03 0.36 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 2242 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plusr" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/72006 10:56:36 AM Page 1 , Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR HSB 1 HIPP 320700 6 0 1- 3- 0 ENGLE/BWDI3CBUR/M#3813 HO 6-3 HO 3-10-11 0 0 TC 10-8-0 18-0-0 3-11-0 M 0 5x6 3x6 3x6 3x6 5x6 B I S2 J C 6, 4x6 2x4 L H 5-10-3 5x6 A M II SPL F G E Ih 2x4 lS 5x10 3x6 S1 4x8 HGR 3x8 W:300 R:1387 R:1531 U: 539 U: 592 BC 32-7-0 - 32-7-0 ALL PLATES ARE LOCK20 Scale: 0.199" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.44 2x 4 SP-#2 BC 0.85 2x 4 SP-#2 WB 0.40 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 32- 7- 0 BC Cont. 0- 0- 0 32- 7- 0 WB 1 rows CLB on F -I WB 1 rows CLB on J -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 1387 539 3- 8 1-10 Hz = -170 M 1531 593 3- 0 1-13 Hz = 239 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.44 2412 C 0.04 0.40 H -B 0.39 2082 C 0.05 0.34 B -I 0.36 1836 C 0.02 0.34 I -S2 0.36 2048 C 0.02 0.34 S2-J 0.41 2048 C 0.02 0.39 J -C 0.39 920 C 0.00 0.39 C -L 0.17 1017 C 0.00 0.17 --------Bottom Chords --------- * -F 0.82 2138 T 0.20 0.62 F -G 0.85 2129 T 0.19 0.66 G -S1 0.73 1835 T 0.30 0.43 S1-E 0.75 1835 T 0.16 0.59 E -M 0.43 173 T 0.00 0.43 ------------- Webs ------------- H -F 0.15 321 C F -B 0.16 521 T F -I 0.11 385 C 1 Br I -G 0.10 177 C G -J 0.14 464 T J -E 0.35 1248 C 1 Br E -C 0.04 158 T E -L 0.40 1258 T M -L 0.34 1430 C WindLd LL Defl 0.20" in A -F L/999 TL Defl -0.30" in F -G L/999 Shear // Grain in J -C 0.30 DL Defl -0.14" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 5.Ox 6.0 1.8 0.7 0.87 B LOCK 5.Ox 6.0 0.7-3.1 0.86 I LOCK 3.Ox 6.0-0.2 Ctr 0.50 J LOCK 3.Ox 6.0 0.2 Ctr 0.50 C LOCK 5.Ox 6.0-0.7-3.1 0.61 L LOCK 4.Ox 6.0 Ctr-0.1 0.69 F LOCK 5.0x10.0 1.0-0.5 0.71 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2412 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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" 0 1996-2005 Version 18.0.014 Engineering- Portrait 2nt2006 10:56:36 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR HSC 1 HIPP 390800 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 0 0 HO 6-3 N O TC '-' 13-0-0 5x6 2x4 3x6 5x6 B K S1 C 6 2x4 7 2x4 J L 6-10-3 7V 5x6 5x6 A D Ij F H E W:400 5x6 6x6 5x6 HGR R:1837 SPL SPL SPL R:1742 U: 701 U: 665 BC, 39-8-0 . 39-8-0 -- - ALL PLATES ARE LOCK20 Scale: 0.164" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.67 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.31 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 39- 8- 0 BC Cont. 0- 0- 0 39- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1838 702 4- 0 2- 3 Hz = -171 D 1742 666 3- 8 2- 1 Hz = 173 Robbins Engineering, Inc./Online Plus- K -S1 0.57 2771 C 0.05 0.52 S1-C 0.46 2771 C 0.10 0.36 C -L 0.67 2810 C 0.14 0.53 L -D 0.66 3120 C 0.09 0.57 --------Bottom Chords --------- * -F 0.93 2911 T 0.25 0.68 F -H 0.94 2373 T 0.21 0.73 H -E 0.91 2340 T 0.39 0.52 E -D 0.84 2771 T 0.24 0.60 ------------- Webs ------------- J -F 0.14 423 C F -B 0.17 557 T B -H 0.21 536 T H -K 0.31 503 C H -C 0.23 580 T C -E 0.14 438 T E -L 0.13 351 C LL Defl -0.28" in H -E L/999 TL Defl -0.51" in H -E L/925 Shear // Grain in B -K 0.33 DL Defl -0.26" 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 it Type Plt Size X Y JSI A LOCK 5.Ox 6.0 1.4 0.6 0.94 B LOCK 5.Ox 6.0 0.7-3.1 0.82 C LOCK 5.Ox 6.0-0.7-3.1 0.82 D LOCK 5.Ox 6.0-1.8 0.7 0.96 F LOCK 5.Ox 6.0 Ctr-0.5 0.80 E LOCK 5.Ox 6.0 Ctr-0.5 0.79 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- NOTES: A -J 0.46 3254 C 0.06 0.40 Trusses Manufactured by: J -B 0.58 2931 C 0.15 0.43 East Coast Lumber B -K 0.57 2771 C 0.05 0.52 Analysis Conforms To: Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:37 AM Page 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 3254 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR HSD 1 SP 400000 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 0 0 W 0 HO 4-3 0 0 N O TC '" 13-6-8 u1 O 2-0-6 "' 7-11-10 15-0-0 N o 6. 5x6 5x6 5x6 5x6 D E 8-12 B C 3x6 6 6 3x6 S2 3x6 2x4 S1 N M 7-10-3 5x6 5x6 A F 2 L S3 J S5 H S4 G T w:400 3x6 3x8 4x8 3x8 4xB 3x8 2x4 W:400 R:1861 R:1811 U: 707 U: 707 BC 40-0-0 .. ---- - -- --------- -- ..- -I - - - 40-0-0 - - - ALL PLATES ARE LOCK20 Scale: 0.162" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.88 2x 4 SP-#2 BC 0.88 2x 4 SP-#2 WB 0.74 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 40- 0- 0 BC Cont. 0- 0- 0 40- 0- 0 WB 1 rows CLB on D -H WB 1 rows CLB on H -N Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Robbins Engineering, Inc./Online P1us- A -M 0.52 3273 C 0.06 0.46 M -S1 0.52 3135 C 0.06 0.46 S1-B 0.64 3033 C 0.17 0.47 B -C 0.23 2559 C 0.14 0.09 C -D 0.38 2740 C 0.04 0.34 D -E 0.88 2236 C 0.11 0.77 E -S2 0.50 2473 C 0.04 0.46 S2-N 0.59 2584 C 0.04 0.55 N -F 0.79 3122 C 0.22 0.57 --------Bottom Chords --------- * -L 0.86 2931 T 0.25 0.61 L -S3 0.52 2398 T 0.18 0.34 S3-J 0.85 2398 T 0.40 0.45 J -S5 0.88 2387 T 0.21 0.67 S5-H 0.80 2387 T 0.21 0.59 H -S4 0.78 2796 T 0.26 0.52 S4-G 0.62 2796 T 0.26 0.36 G -F 0.79 2796 T 0.24 0.55 ------------- Webs ------------- M -L 0.11 430 C L -B 0.31 564 T B -J 0.19 605 T J -C 0.74 1097 C J -D 0.26 834 T D -H 0.09 205 C 1 Br H -E 0.18 590 T H -N 0.18 634 C 1 Br G -N 0.08 268 T LL Defl -0.33" in J -S5 L/999 TL Defl -0.56" in J -S5 L/841 Shear // Grain in S5-H 0.45 DL Defl -0.32" at S5 L/999 Checked for NonConcurrent 200 Plates for each ply each face. Lbs Moving Point Load applied PLATING CONFORMS TO TPI. at Panel Points and Mid -panel REPORTS: SBCCI 9761 on BC ROBBINS ENGINEERING, INC. BASED ON SP LUMBER it React Uplft Size Req'd USING GROSS AREA TEST. Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Gar Gross Area A 1861 707 4- 0 2- 3 Plate - RHS 20 Gar Gross Area Hz = -200 it Type Plt Size X Y JSI F 1811 707 4- 0 2- 2 A LOCK 5.0x 6.0 1.4 0.6 0.95 Hz = 201 B LOCK 5.Ox 6.0 0.7-3.1 0.71 D LOCK 5.Ox 6.0 0.3-3.4 0.82 Membr CSI P Lbs Axl-CSI-Bnd E LOCK 5.Ox 6.0-0.7-3.1 0.68 ----------Top Chords---------- F LOCK 5.Ox 6.0-1.4 0.6 0.91 Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:37 AM 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 3273 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW • Job --]-- Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR ME 1 SP 400000 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 0 0 HO 4-3 0 0 N O 11-6-8 2-0-6 575_ 8. _3-11710 .- __ _ 1770-0- N O 5x6 5x6 D E 6 2- 8-12 5x6 5x6 3x6 B C M 6 3x8 6 S1 8-10-3 2x4 2x4 L H 5x6 5x6 A F •• K S2 J S4 H S3 G � W:400 3x6 3x8 4x8 3x8 4x8 3x83x6 W:400 R:1833 R:1862 U: 707 U: 707 BC 40-0-0 40-0-0 ALL PLATES ARE LOCK20 Scale: 0.162" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.61 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.84 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 40- 0- 0 BC Cont. 0- 0- 0 40- 0- 0 WB 1 rows CLB on D -H Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Robbins Engineering, Inc./Online Plus- L -B 0.45 3044 C 0.12 0.33 B -C 0.40 2788 C 0.05 0.35 C -D 0.61 3096 C 0.12 0.49 D -E 0.19 2107 C 0.12 0.07 E -M 0.37 2361 C 0.04 0.33 M -S1 0.38 3025 C 0.05 0.33 S1-N 0.33 3112 C 0.11 0.22 N -F 0.34 3327 C 0.07 0.27 --------Bottom Chords --------- * -K 0.77 2911 T 0.25 0.52 K -S2 0.47 2510 T 0.20 0.27 S2-J 0.75 2510 T 0.42 0.33 J -S4 0.85 2107 T 0.18 0.67 S4-H 0.86 2107 T 0.35 0.51 H -S3 0.94 2564 T 0.43 0.51 S3-G 0.55 2564 T 0.43 0.12 G -F 0.82 2971 T 0.25 0.57 ------------- Webs ------------- L -K 0.08 358 C K -B 0.16 447 T B -J 0.28 897 T J -C 0.84 1671 C J -D 0.84 1219 T D -H 0.05 146 C 1 Br H -E 0.29 731 T H -M 0.61 649 C M -G 0.13 423 T G -N 0.09 338 C LL Defl -0.42" in J -S4 L/999 TL Defl -0.66" in J -S4 L/711 Shear // Grain in S4-H 0.44 DL Defl -0.34" at S4 L/999 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. it React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 1834 707 4- 0 2- 3 Plate - LOCK 20 Ga, Gross Area Hz = -227 Plate - RHS 20 Ga, Gross Area F 1862 707 4- 0 2- 3 it Type Plt Size X Y JSI Hz = 228 A LOCK 5.0x 6.0 1.4 0.6 0.95 B LOCK 5.Ox 6.0-1.0-0.1 0.99 Membr CSI P Lbs Axl-CSI-Bnd D LOCK 5.0x 6.0 0.3-3.4 0.90 ----------Top Chords---------- E LOCK 5.Ox 6.0-0.7-3.1 0.68 A -L 0.37 3255 C 0.17 0.20 F LOCK 5.Ox 6.0-1.4 0.6 0.97 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2n12006 10:56:38 AM 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 3327 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineeri,Ig BWD13CBUR GSF 1 SP 400000 6 0 1- 2- 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 4-3 0 0 TC 9-6-8 2-0-6, 9-5-5 18-11-13 N O " 5x6 D 61- -- n 3x6 r K 3x6 m L 6 N 5x8 6x6 Sl B C 9-10-0 6, 2x4 3x6 M J 5x4 5x4 4x8 A E N I H S3 G F W:400 2x4 4x6 #5x8 #5x64x8 #7x10 W:400 R:2671 S2 SPL R:1953 U:3059 #5x6 U: 749 BC' 40-0-0 40-0-0 ALL PLATES ARE L0CK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.164" = 1' Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd # = Plate Monitor used ----------Top Chords---------- OnlinePlus -- Version 18.0.014 A -J 0.63 4753 C 0.27 0.36 REFER TO ROBBINS ENG. GENERAL RUN DATE: 07-FEB-06 J -B 0.42 3753 C 0.11 0.31 NOTES AND SYMBOLS SHEET FOR B -C 0.53 3711 C 0.11 0.42 ADDITIONAL SPECIFICATIONS. CSI -Size- ----Lumber---- C -K 0.72 4118 C 0.21 0.51 TC 0.72 2x 4 SP-#2 K -D 0.43 2402 C 0.04 0.39 NOTES: BC 0.93 2x 6 SP-#2 D -L 0.51 2403 C 0.05 0.46 Trusses Manufactured by: WB 0.97 2x 4 SP-#3 L -S1 0.54 3184 C 0.08 0.46 East Coast Lumber S1-M 0.52 3279 C 0.09 0.43 Analysis Conforms To: Brace truss as follows: M -E 0.69 3537 C 0.22 0.47 FBC2004 O.C. From To --------Bottom Chords--------- OH Loading TC Cont. 0- 0- 0 40- 0- 0 A -N 0.93 4257 T 0.56 0.37 Soffit psf 2.0 BC Cont. 0- 0- 0 40- 0- 0 N -I 0.72 4257 T 0.56 0.16 Design checked for LL on BC WB 1 rows CLB on K -G I -H 0.52 3352 T 0.44 0.08 per BOCA (section 1606.2.3), WB 1 rows CLB on G -L H -S2 0.45 2790 T 0.37 0.08 IBC/IRC-2003,and FBC 2004 Attach CLB with (2)-10d nails S2-S3 0.61 2790 T 0.37 0.24 (section 1607.1), 20.0 psf. at each web. S3-G 0.65 2790 T 0.37 0.28 Design checked for 10 psf non- G -F 0.63 2670 T 0.35 0.28 concurrent LL on BC. Loading Live Dead (psf) F -E 0.67 3170 T 0.21 0.46 Prevent truss rotation at all TC 20.0 15.0 -------------Webs------------- bearing locations. BC 0.0 5.0 N -J 0.21 764 T NOTE: USER MODIFIED PLATES Total 20.0 20.0 40.0 J -I 0.39 1028 C This design may have plates Spacing 24.0" I -B 0.19 625 T selected through a plate Lumber Duration Factor 1.25 B -H 0.33 1053 T monitor. Plate Duration Factor 1.25 H -C 0.74 2197 C Wind Loads - ANSI / ASCE 7-02 TC Fb=1.00 Fc=1.00 Ft=1.00 H -K 0.69 1630 T Truss is designed as a Main BC Fb=1.00 Fc=1-00 Ft=1.00 K -G 0.35 1163 C 1 Br Wind -Force Resistance System. G -D 0.97 1787 T Wind Speed: 120 mph Load Case # 1 BOCA Loading G -L 0.24 764 C 1 Br Mean Roof Height: 25-0 Lumber Duration Factor 1.25 L -F 0.17 535 T Exposure Category: B Plate Duration Factor 1.25 F -M 0.12 404 C Occupancy Factor : 1.00 plf - Live Dead From To Building Type: Enclosed TC V 40 30 0.0' 40.0' LL Defl -0.28" in S2-S3 L/999 Zone location: Exterior BC V 0 10 0.0' 40.0' TL Defl -0.51" in S2-S3 L/916 TC Dead Load 7.0 psf BC V 64 64 0.0' 8.0' Shear // Grain in A -N 0.31 BC Dead Load 3.0 psf BC V 40 0 14.2' 18.3' DL Defl -0.32" at S2 L/999 Max comp, force 4753 Lbs BC V 40 0 24.8' 28.2' Quality Control Factor 1.00 Plates for each ply each face. PLATING CONFORMS TO TPI. FABRICATOR NOTES: Plus 6 Wind Load Case(s) REPORTS: SBCCI 9761 1. EAST COAST LUMBER 6 SUPPLY Plus 1 UBC LL Load Case(s) ROBBINS ENGINEERING, INC. F.M. HILPERT, P.E.#50477 BASED ON SP LUMBER 5285 ST. LUCIE BLVD. Checked for NonConcurrent 200 USING GROSS AREA TEST. FORT PIERCE FL. 34946 Lbs Moving Point Load applied Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 at Panel Points and Mid -panel Plate - RHS 20 Gar, Gross Area SUMMARY SHEET" BEFORE on BC Jt Type Plt Size X Y JSI HANDLING , INSTALLING S A LOCK S.Ox 4.0 1.0 0.9 0.97 BRACING TRUSSES. Jt React Uplft Size Req'd B LOCK 5.Ox 8.0 Ctr-0.1 1.00 3. SEE ATTACHED DETAIL SHEET Lbs Lbs In-Sx In-Sx D LOCK S.Ox 6.0 Ctr-0.1 0.87 FOR: 1-JACK NAILS. A 2671 1060 4- 0 3- 2 E LOCK 4.Ox 8.0 Ctr-0.1 0.97 2-TBRACE. 3-HEARING BLOCK. Hz = -251 S2 LOCK S.Ox 6.0 0.2 Ctr 0.70 4. DESIGNER: JLW E 1954 749 4- 0 2- 5 F# LOCK 7.Ox10.0 Ctr-1.2 0.56 Hz = 252 Robbins Engineering, Inc./Online PIUST" ® 1996.2005 Version 18.0,014 Engineering - Portrait 2/7/2006 10:56:38 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH i Engineering BWD13CBUR T4F 1 DUAL 310000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 NO 3-10-0 0 N N O TC '' 18-11-13 - - - ._ _ - .---- - - ------ 12-0-3 - -- - - 5x6 B 9-10-2 4 L 4x6 #5x10 5x12 a W:400 HGR R:1449 R:1431 U: 548 U: 527 BC. 31-0-0 31-0-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.48 2x 4 SP-#2 BC 0.97 2x 4 SP-#2 WB 0.41 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 WB 1 rows CLB on H -D WB 1 rows CLB on I -L Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -G 0.39 2413 C 0.03 0.36 G -S1 0.39 2138 C 0.03 0.36 S1-H 0.44 2042 C 0.02 0.42 H -B 0.43 1134 C 0.01 0.42 B -I 0.48 1267 C 0.01 0.47 I -K 0.48 91 T 0.01 0.47 --------Bottom Chords --------- * -F 0.89 2160 T 0.19 0.70 F -D 0.91 1668 T 0.15 0.76 D -L 0.97 986 T 0.08 0.89 ------------- Webs ------------- G -F 0.15 410 C F -H 0.16 522 T H -D 0.35 836 C 1 Br B -D 0.39 632 T D -I 0.07 223 T I -L 0.41 1560 C 1 Br L -K 0.09 131 C WindLd LL Defl -0.28" in D -L L/999 TL Defl -0.44" in D -L L/832 Shear // Grain in B -I 0.29 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.80 B LOCK 5.Ox 6.0 Ctr-0.1 0.60 F LOCK 5.0x10.0 Ctr-0.5 0.70 D LOCK 5.Ox12.0-0.5-0.5 0.70 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1450 549 4- 0 1-11 REFER TO ROBBINS ENG. GENERAL Hz = -270 NOTES AND SYMBOLS SHEET FOR L 1431 528 3- 8 1-11 ADDITIONAL SPECIFICATIONS. Hz = 270 Robbins Engineering. Inc./Online PIUs"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10.56:34 AM Page 1 Scale: 0.203" = 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 2413 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR ME 1 SP 310000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 O 0 HO 3-10-0 N O TC 17-0-0 3-11-10 1070-6_ 5x6 5x6 B C 3x6 I 6 2x4 H 3x6 sl 2x4 8-10-3 2x4 J G 4x6 A D F E 4x6 5x12 5x10 W:400 SPL SPL HGR R:1464 R:1472 U: 548 U: 527 BC 31-0-0 1 31-0-0 ALL PLATES ARE LOCK20 Scale: 0.204" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.97 2x 4 SP-#2 WB 0.86 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 WB 1 rows CLB on B -E WB 1 rows CLB on I -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1464 549 4- 0 1-12 Hz = -246 D 1472 528 3- 8 1-12 Hz = 262 REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 2/7P2006 10:56:34 AM Page 1 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.38 2464 C 0.02 0.36 G -S1 0.22 2193 C 0.10 0.12 S1-H 0.39 2124 C 0.02 0.37 H -B 0.54 2172 C 0.09 0.45 B -C 0.15 1215 C 0.08 0.07 C -I 0.32 1364 C 0.01 0.31 I -J 0.32 95 T 0.01 0.31 --------Bottom Chords --------- A -F 0.88 2198 T 0.19 0.69 F -E 0.97 1302 T 0.21 0.76 E -D 0.97 1003 T 0.08 0.89 ------------- Webs ------------- G -F 0.13 311 C F -H 0.16 411 C F -B 0.86 1014 T B -E 0.07 212 C 1 Br E -C 0.12 306 T E -I 0.10 318 T I -D 0.41 1598 C 1 Br D -J 0.09 144 C WindLd LL Defl -0.28" in E -D L/999 TL Defl -0.44" in E -D L/825 Shear // Grain in E -D 0.33 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.82 B LOCK 5.Ox 6.0 0.7-3.1 0.95 C LOCK 5.Ox 6.0-0.7-3.1 0.60 F LOCK 5.Oxl2.0 0.5-0.5 0.88 E LOCK 5.Ox10.0-1.0-0.5 0.70 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 2464 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW ' Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR H4D 1 SP 310000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 0 0 HO 3-10-0 N O TC "' 15-0-0 ., 7-11-10 _. 870-6__ 5x6 5x6 B C 3x6 3x6 1 6 S1 2x4 H 2x4 J 7-10-3 4x6 A D 4x6 v E 5x6 Sx10 W:400 SPL SPL HGR R:1453 R:1438 U: 548 U: 527 BC 31-0-0 31-0-0 - ALL PLATES ARE LOCK20 Scale: 0.204" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.76 2x 4 SP-#2 BC 0.96 2x 4 SP-#2 WB 0.94 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 WB 1 rows CLB on 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 Cases) Plus 1 BC 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 1454 549 4- 0 1-11 Hz = -221 D 1438 528 3- 8 1-11 Hz = 254 Robbins Engineering, Inc./Online Plus' ----------Top Chords ---------- * -H 0.62 2367 C 0.12 0.50 H -S1 0.58 2175 C 0.03 0.55 S1-B 0.54 2063 C 0.02 0.52 B -C 0.76 1293 C 0.03 0.73 C -I 0.35 1379 C 0.01 0.34 I -J 0.17 85 T 0.00 0.17 --------Bottom Chords --------- A -F 0.90 2122 T 0.18 0.72 F -E 0.90 1464 T 0.24 0.66 E -D 0.96 851 T 0.07 0.89 ------------- Webs ------------- H -F 0.15 466 C F -B 0.36 739 T B -E 0.10 277 C 1 Br E -C 0.05 206 T E -I 0.16 524 T I -D 0.94 1492 C D -J 0.09 126 C WindLd LL Defl -0.28" in E -D L/999 TL Defl -0.44" in E -D L/819 Shear // Grain in B -C 0.35 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.79 B LOCK 5.Ox 6.0 0.7-3.1 0.73 C LOCK 5.Ox 6.0-0.7-3.1 0.60 F LOCK 5.Ox 6.0 Ctr-0.5 0.80 E LOCK 5.Ox10.0-1.0-0.5 0.70 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 2367 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Membr CSI P Lbs Axl-CSI-Bnd NOTES: Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:33 AM Page 1 ' Job i Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR H4C 1 Sp 310000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 0 0 HO 3-10-0 N O TC '" 13-0-0 _ - _ - 11-11-10 __.. _ -6-0-6 •_- _ 5x6 2x4 5x6 B J C 6 2x4 2x4 I K 6-10-3 I 4x6 A D •. H •.F •. 4x6 5x10 5x12 W:400 SPL SPL HGR R:1453 R:1443 U: 548 U: 527 BC 31-0-0 --- - - - - - 31-0-0 - ALL PLATES ARE LOCK20 Scale: 0.204" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.60 2x 4 SP-#2 BC 0.97 2x 4 SP-#2 WB 0.49 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 0- 0 BC Cont. 0- 0- 0 31- 0- 0 WB 1 rows CLB on B -F WB 1 rows CLB on C -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load 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 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.46 2418 C 0.03 0.43 I -B 0.46 2060 C 0.03 0.43 B -J 0.34 1625 C 0.03 0.31 J -C 0.60 1516 C 0.01 0.59 C -K 0.55 119 T 0.00 0.55 --------Bottom Chords --------- A -H 0.90 2167 T 0.19 0.71 H -F 0.91 1629 T 0.27 0.64 F -D 0.97 1055 T 0.08 0.89 ------------- Webs ------------- I -H 0.17 443 C H -B 0.17 546 T B -F 0.04 120 C 1 Br J -F 0.28 408 C F -C 0.26 831 T C -D 0.49 1550 C 1 Br D -K 0.09 218 C WindLd LL Defl -0.28" in F -D L/999 TL Defl -0.46" in F -D L/791 Shear // Grain in A -H 0.32 DL Defl -0.12" 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 it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.80 B LOCK 5.Ox 6.0 0.7-3.1 0.73 C LOCK 5.Ox 6.0-0.7-3.1 0.75 H LOCK 5.0x10.0 1.0-0.5 0.70 F LOCK 5.0x12.0-0.5-0.5 0.70 Lbs Lbs In-Sx In-Sx A 1453 549 4- 0 1-11 REFER TO ROBBINS ENG. GENERAL Hz = -196 NOTES AND SYMBOLS SHEET FOR D 1443 528 3- 8 1-11 ADDITIONAL SPECIFICATIONS. Hz = 246 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 2418 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2 INN 10:56:33 AM Page 1 • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR H4B 1 SP 310400 6 1- 2- 0 0 ENGLE/BWD13CBUR/M#3813 HO 4-3 HO 3-8-0 0 0 N Oi TC '11-0-0 . _ - 15-11710 _ _ , . - - 4-4 _6- 5x6 Sx6 5x6 B SPLL C 5-10-3 4 D 4x6 #5x20 #6x10 W:400 W:400 R:1419 R:1424 U: 555 U: 532 BC. 31-4-0 31-4-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.72 2x 4 SP-#2 BC 0.96 2x 4 SP-#2 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 G -L WB 1 rows CLB on C -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1420 555 4- 0 1-11 Hz = -169 D 1425 532 4- 0 1-11 Hz = 229 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -H 0.39 2386 C 0.02 0.37 H -B 0.28 2006 C 0.02 0.26 B -L 0.72 1761 C 0.01 0.71 L -C 0.72 1770 C 0.01 0.71 C -J 0.34 94 T 0.00 0.34 --------Bottom Chords --------- A -G 0.89 2136 T 0.20 0.69 G -K 0.92 1940 T 0.17 0.75 K -D 0.96 921 T 0.07 0.89 ------------- Webs ------------- H -G 0.19 399 C G -B 0.14 449 T G -L 0.08 214 C 1 Br L -K 0.26 497 C K -C 0.36 1139 T C -D 0.34 1484 C 1 Br D -J 0.08 173 C WindLd LL Defl -0.30" in K -D L/999 TL Defl -0.48" in K -D L/760 Shear // Grain in B -L 0.39 DL Defl -0.12" 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 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.79 B LOCK 5.Ox 6.0 0.7-3.1 0.85 L LOCK 5.Ox 6.0 Ctr 0.5 0.70 C LOCK 5.Ox 6.0-0.7-3.1 0.74 G LOCK 5.Ox20.0 1.6-0.7 0.66 K LOCK 6.Ox10.0-0.8-0.2 0.65 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.203" = 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. 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 2386 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:32 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR MA 1 Sp 310400 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 1 4-10-3 BC HO 4-3 HO 3-8-0 0 0 N O 9-0-0 19-11-10 2-4-6 5x6 3x6 3x6 3x6 5x6 B I S1 J C 6 D 2x4 I 4x8S2 3x6 3x6 4x8 I; W:400 3x8 w:400 R:1349 R:1253 U: 555 U: 532 31-4-0 - 31-4-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.50 2x 4 SP-#2 BC 0.93 2x 4 SP-#2 WB 0.44 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 -E Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 555 4- 0 1- 9 Hz = -144 D 1253 532 4- 0 1- 8 Hz = 221 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.28 2275 C 0.01 0.27 H -B 0.29 1976 C 0.02 0.27 Robbins Engineering, Inc./Online P1us- B -I 0.49 1776 C 0.01 0.48 I -S1 0.50 2014 C 0.02 0.48 S1-J 0.50 2014 C 0.02 0.48 J -C 0.48 630 C 0.00 0.48 C -K 0.18 683 C 0.00 0.18 --------Bottom Chords --------- * -G 0.79 2029 T 0.20 0.59 G -S2 0.65 2165 T 0.22 0.43 S2-F 0.93 2165 T 0.22 0.71 F -S3 0.63 1792 T 0.18 0.45 S3-E 0.85 1792 T 0.18 0.67 E -D 0.56 159 T 0.00 0.56 ------------- Webs ------------- H -G 0.11 283 C G -B 0.15 505 T G -I 0.44 470 C I -F 0.12 261 C F -J 0.12 431 T J -E 0.39 1409 C 1 Br E -C 0.02 93 T E -K 0.35 1111 T D -K 0.28 1265 C WindLd LL Defl -0.15" in S3-E L/999 TL Defl -0.31" in S2-F L/999 Shear // Grain in B -I 0.33 DL Defl -0.19" 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 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 C LOCK 5.Ox 6.0-0.7-3.1 0.60 K LOCK 4.Ox 6.0 Ctr-0.1 0.66 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Scale: 0.203" = 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 2275 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering . Portrait 2/712006 10:56:32 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR H4 1 SP 310400 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 3-10-3 HO 4-3 0 0 N O TC '" 7-0-0 24-470 a 6x8 3x6 3x12 2x4 4x8 3x8 2x4 #6x10 B W S3 Q X S1 Y C O -- 6 2x4 V 3-10-3 6x6 3x8 A D EEO ^S •R- '•^ U T P #4x6 �•13x6 3x6 4x8 5x10 7x10 W:400 S2 W:400 R:2714 \'; 20G-RHS-5xlO SPL R:2699 U:1127 U:1140 BC 31-4-0 31-4-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.200" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.97 2x 4 SP-#2 EX S3-S1 2x 4 SP-SS BC 0.61 2x 4 SP-SS WB 0.58 2x 4 SP-#3 EX R -C 2x 4 SP-112 EX D -C 2x 6 SP-112 PB --- 2x 4 SP-113 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 X -R Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 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-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2714 1128 4- 0 3- 3 Hz = 131 D 2699 1141 4- 0 3- 3 Robbins Engineering, Inc./Online Plus - Hz = 225 # = Plate Monitor used Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -V 0.69 5148 C 0.23 0.46 V -B 0.70 5068 C 0.21 0.49 B -w 0.97 6001 C 0.38 0.59 w -S3 0.83 6345 C 0.33 0.50 S3-Q 0.52 6345 C 0.21 0.31 Q -X 0.72 6345 C 0.32 0.40 X -S1 0.41 3349 C 0.05 0.36 S1-Y 0.80 3349 C 0.09 0.71 Y -C 0.81 3349 C 0.12 0.69 C -O 0.00 0 T --------Bottom Chords --------- * -U 0.53 4550 T 0.43 0.10 U -S2 0.50 4561 T 0.43 0.07 S2-T 0.47 4561 T 0.43 0.04 T -P 0.61 6001 T 0.57 0.04 P -S 0.59 5465 T 0.52 0.07 S -R 0.56 5465 T 0.52 0.04 R -D 0.26 161 T 0.00 0.26 ------------- Webs ------------- V -U 0.02 84 T U -B 0.18 614 T B -T 0.58 1821 T T -W 0.22 996 C W -P 0.14 443 T P -Q 0.17 765 C P -X 0.33 1058 T S -X 0.10 347 T X -R 0.52 2605 C 1 Br R -Y 0.19 833 C R -C 0.76 4161 T D -C 0.29 2667 C WindLd LL Defl -0.32" in T -P L/999 TL Defl -0.64" in T -P L/576 Shear // Grain in Y -O 0.57 DL Defl -0.49" at P L/757 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 2.4 1.1 0.93 A LOCK 6.Ox 6.0 6.3 1.9 0.92 B LOCK 6.Ox 8.0 1.4-3.8 0.97 C LOCK 6.Ox10.0-0.5-0.9 0.77 S2 RES 5.0x10.0 Ctr 0.8 0.82 T LOCK 3.Ox 6.0-1.0 Ctr 0.95 S LOCK 5.Ox10.0 Ctr-0.5 0.91 R LOCK 7.Ox10.0 1.0 Ctr 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6345 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/72006 10:56:31 AM Page 1 . Job BWD13CBUR Mark S6 Quan Type 1 SP Span P1-H1 131100 6 Left OH Right OH 0 1- 3- 0 Engineering ENGLE/BWDI3CBUR/M#3813 HO 1-4-3 HO 3-0-8 TC. _ 4-11-10 _ 8-11_ 6 -__ _ ,1-3-0 #5x4 #6x6 B C 2x4 A K #3x6 E 6 #6x6 W:400 7-6-3 R: 556 U: 193 m #3x6 6-2-OA r I 6-2-OE N S1 #4x6 J 0 3x8 6 D #3x6 W:700 R: 658 U: 312 BC_ 0 0 0 12-11-0 , 0 - 13-11-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.247" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.49 2x 4 SP-#2 BC 0.53 2x 4 SP-#2 WB 0.22 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13-11- 0 BC Cont. 0- 0- 0 13-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 557 194 4- 0 1- 0 Hz = -260 D 659 312 7- 0 1- 0 Hz = 113 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- B -C 0.35 404 C 0.00 0.35 Robbins Engineering, Inc./Online P1us- C -K 0.41 800 C 0.00 0.41 K -I 0.49 762 C 0.01 0.48 --------Bottom Chords --------- A -E 0.09 277 T 0.00 0.09 E -S1 0.52 664 T 0.08 0.44 S1-J 0.35 650 T 0.06 0.29 J -D 0.53 92 T 0.00 0.53 ------------- Webs ------------- A -B 0.07 500 C WindLd B -E 0.18 574 T E -C 0.08 344 T C -J 0.07 246 T J -K 0.07 388 C J -I 0.22 696 T D -I 0.10 526 C WindLd LL Defl 0.05" in J -D L/999 TL Defl -0.09" in J -D L/999 Shear // Grain in K -I 0.30 DL Defl -0.12" at J L/999 Hz Disp LL DL TL it D 0.00" 0.00" 0.01" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI C LOCK 6.Ox 6.0-0.1-0.4 0.45 E# LOCK 6.Ox 6.0 Ctr-0.4 0.43 S1#LOCK 4.Ox 6.0 0.1 0.2 0.58 D# LOCK 3.Ox 6.0-1.7 0.4 0.24 # = Plate Monitor used 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. 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 800 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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 NOTES: Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/70006 10:56:39 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR S" 1 SP 131100 6 0 1- 3- 0 ENGLE/BWDI3CBUR/M##3813 HO 2-4-3 BO 3-0-8 TC 2_-11-10 10-11-6 1-3-0 #5x4 #6x6 B C A #3x6 8-6-3 W R: 6-2-OA U: 6-2-OE 11 #3x6 W:700 R: 658 U: 309 12-11-0 13-11-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.239" = 1 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- TIC 0.48 2x 4 SP-#2 BC 0.52 2x 4 SP-#2 WB 0.27 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13-11- 0 BC Cont. 0- 0- 0 13-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 557 196 4- 0 1- 0 Hz = -281 D 659 309 7- 0 1- 0 Hz = 133 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- B -C 0.14 196 C 0.00 0.14 Robbins Engineering, Inc./Online Plus' C -M 0.43 804 C 0.00 0.43 M -J 0.48 770 C 0.01 0.47 --------Bottom Chords --------- * -E 0.13 315 T 0.00 0.13 E -S1 0.52 461 T 0.06 0.46 S1-L 0.34 447 T 0.04 0.30 L -D 0.52 114 T 0.00 0.52 ------------- Webs ------------- A -B 0.08 526 C WindLd B -E 0.16 509 T E -C 0.06 308 C C -L 0.27 440 T L -M 0.09 449 C L -J 0.22 704 T D -J 0.10 528 C WindLd LL Defl 0.05" in L -D L/999 TL Defl -0.08" in L -D L/999 Shear // Grain in M -J 0.30 DL Defl -0.12" at S1 L/999 Hz Disp LL DL TL Jt D 0.00" 0.00" 0.01" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 5.Ox 4.0-0.6 Ctr 0.45 C LOCK 6.Ox 6.0-0.1-0.6 0.46 E# LOCK 6.Ox 6.0-0.2-0.5 0.43 D# LOCK 3.Ox 6.0-1.7 0.3 0.24 # = Plate Monitor used 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. 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 804 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW NOTES: Robbins Engineering, Inc./Online Plusy" 0 1996.2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:39 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWDI3CBUR SO1 sP 131100 6 0 1- 3- o ENGLE/BWDI3CBUR/M#3813 EO 3-4-3 HO 3-0-8 0 0 0 ti n ti o TC' 12-11-6 F 05x4 9-6-3 6-2-OF 6-2-OE Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.59 2x 4 SP-#2 BC 0.54 2x 4 SP-#2 WB 0.38- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13-11- 0 BC Cont. 0- 0- 0 13-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx F 563 194 4- 0 1- 0 Hz = -303 D 653 303 7- 0 1- 0 Hz = 152 2x4 axe A B W R: U: 12-11-0 #3x6 W:700 R: 652 U: 302 -- 13-11-0 -F-! ALL PLATES ARE LOCK20, # - PLATE SELECTED IN PLATE MONITOR Scale: 0.204" = t' Robbins Engineering, Inc./Online P1us- H -S1 0.59 721 C 0.00 0.59 S1-C 0.41 820 C 0.01 0.40 --------Bottom Chords --------- * -E 0.11 313 T 0.04 0.07 E -S2 0.54 807 T 0.10 0.44 S2-G 0.38 793 T 0.09 0.29 G -D 0.53 136 T 0.00 0.53 ------------- Webs ------------- F -A 0.06 146 T WindLd F -B 0.12 648 C B -E 0.15 472 T E -H 0.38 596 C G -H 0.05 274 C G -C 0.23 721 T D -C 0.10 522 C WindLd LL Defl 0.05" in G -D L/999 TL Defl -0.08" in G -D L/999 Shear // Grain in B -H 0.31 DL Defl -0.12" at S2 L/999 Hz Disp LL DL TL Jt D 0.01" 0.01" 0.01" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI B LOCK 4.Ox 8.0-1.0-0.5 0.99 E# LOCK 6.Ox 6.0 Ctr-0.5 0.43 D# LOCK 3.Ox 6.0-1.9 0.4 0.26 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- NOTES: A -B 0.12 51 T 0.00 0.12 Trusses Manufactured by: B -H 0.59 159 C 0.00 0.59 East Coast Lumber Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2f7/2006 10:56:40 AM Page 1 Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 303 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. 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 820 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW ' Job BWDI3CBUR Mark S6C Quan Type 2 SP Span P1-H1 131100 6 Left OH 0 Right OH 1- 3- 0 Engineering ENGLE/BWDI3CBUR/M#3813 HO 3-10-0 HO 3-0-8 0 0 TC 13-11-0 rr 0 #3x6 A 6 #3x6 E H #3x6 #3x6 GJ' D S1 10-0-0 1#6x6! 6-2-OE W:400 6-2-OD R: 556 #3x6 U: 204 °i H N _ S2 #4x6 P 0 #3x6 6, C #3x6 W:700 R: 658 U: 301 HC.0 0 0 12-11-0 0 ... _ .._ 13-11-0 ALL PLATES ARE LOCK20, # - PLATE SELECTED IN PLATE MONITOR Scale: 0.195" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.72 2x 4 SP42 BC 0.54 2x 4 SP-#2 WB 0.44 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13-11- 0 BC Cont. 0- 0- 0 13-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Robbins Engineering, Inc./Online P1us- H -S1 0.72 740 C 0.00 0.72 S1-B 0.36 839 C 0.01 0.35 --------Bottom Chords --------- E -D 0.12 374 T 0.04 0.08 D -S2 0.54 847 T 0.10 0.44 S2-F 0.38 832 T 0.09 0.29 F -C 0.53 145 T 0.00 0.53 ------------- Webs ------------- E -A 0.10 484 C WindLd A -D 0.14 462 T D -H 0.44 679 C F -H 0.05 293 C F -B 0.24 755 T C -B 0.10 528 C WindLd LL Defl 0.05" in F -C L/999 TL Defl -0.08" in F -C L/999 Shear // Grain in A -H 0.36 DL Defl -0.12" at S2 L/999 Hz Disp LL DL TL it C 0.01" 0.01" 0.01" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI D# LOCK 6.Ox 6.0 Ctr-0.5 0.43 S2#LOCK 4.Ox 6.0 0.1 0.2 0.58 C# LOCK 3.Ox 6.0-1.8 0.4 0.25 Lbs Lbs In-Sx In-Sx # = Plate Monitor used E 557 204 4- 0 1- 0 Hz = -318 REFER TO ROBBINS ENG. GENERAL C 659 301 7- 0 1- 0 NOTES AND SYMBOLS SHEET FOR Hz = 160 ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd NOTES: ----------Top Chords---------- Trusses Manufactured by: A -H 0.72 135 C 0.00 0.72 East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 318 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. 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 839 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:40 AM Page 1 Job Mark B WD13CB UR G6D ENGLE/BWDI3CBUR/M#3813 Quan Type Span P1-H1 Left OH Right OH I Engineeritig 1*2P SP 131100 6 0 0 NO 3-10-0 TC 2x4 3x6 N B A I{ #3x6 6' �Fl�� 10-0-0 #5x10 6-2-OA 6-2-OF O W:400 r R:1623 N U: 722 ' 0 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 * 2-Ply Truss CSI -Size- ----Lumber---- TC 0.84 2x 4 SP-#2 BC 0.39 2x 4 SP-#2 WB 0.50 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13-11- 0 BC Cont. 0- 0- 0 13-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 13.9' BC V 0 10 0.0' 13.9' TC V 77 77 0.0' 13.9' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1624 723 4- 0 1- 0 Hz = -594 H 1624 648 7- 0 1- 0 Hz = 238 NO 6-270 7-8-0 6-3-0 6 W O g4xe r #5x4 C D x91 #3x6 G .36, E #3x6 i W: 700 R:1623 U: 640 BC o 12-11-0 0 0 0 � I 13-11-0 ALL PLATES ARE LOCK20, # - PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online PIus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- B -H 0.84 1286 C 0.00 0.84 H -C 0.84 643 C 0.00 0.84 C -D 0.78 1938 C 0.01 0.77 --------Bottom Chords --------- * -F 0.12 626 T 0.04 0.08 F -S1 0.39 2256 T 0.12 0.27 S1-G 0.25 2241 T 0.11 0.14 G -E 0.28 196 T 0.00 0.28 ------------- Webs ------------- A -B 0.12 1493 C WindLd B -F 0.50 3117 T F -H 0.19 2278 C F -C 0.16 1424 C G -C 0.15 1950 C G -D 0.35 2184 T E -D 0.18 1594 C WindLd LL Defl -0.03" in S1-G L/999 TL Defl -0.07" in S1-G L/999 Shear // Grain in B -H 0.86 DL Defl -0.12" at S1 L/999 Hz Disp LL DL TL it E 0.01" 0.01" 0.02" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI B LOCK 3.Ox 6.0 0.9-0.4 0.92 D# LOCK 5.0x 4.0-0.5 Ctr 0.58 F# LOCK 5.0x10.0 0.2-0.3 0.60 E# LOCK 3.Ox 6.0-1.8 0.3 0.28 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Scale: 0.181" = 1' 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 12 24 0 BC 1 12 24 0 WB 1 4 4 Provide connection to bearing for 595 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. 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 2278 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2172006 10:56:41 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWD13CBUR G9 1*2P FLAT 70000 30800 0 0 ENGLE/BWDI3CBUR/M#3813 3-8-0 HO 3-8-0 TC #5x4 A D #3x6 �~ it 770-0 2x4 F HO 3-8-0 #5x4 B r HERE, E #8x8 C #3x6 i W:400 W:400 R:2310 R:2309 U: 991 U:1013 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 +++++++++++++++ + 2-Ply Truss +++++++++++++++ CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-112 BC 0.30 2x 6 SP-#2 WB 0.29 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' 7.01' BC V 290 290 0.0' 7.0' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus - Hz = 192 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -F 0.07 1324 C 0.00 0.07 F -B 0.07 1324 C 0.00 0.07 --------Bottom Chords --------- * -E 0.30 133 T 0.00 0.30 E -C 0.30 133 T 0.00 0.30 ------------- Webs ------------- D -A 0.11 1410 C WindLd A -E 0.29 1856 T E -F 0.02 269 C E -B 0.29 1856 T C -B 0.11 1410 C WindLd LL Defl -0.01" in D -E L/999 TL Defl -0.02" in D -E L/999 Shear // Grain in D -E 0.48 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 A LOCK 5.Ox 4.0 0.5 Ctr 0.47 B LOCK 5.0x 4.0-0.5 Ctr 0.47 E# LOCK 8.Ox 8.0 Ctr-0.5 0.37 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd 2 COMPLETE TRUSSES REQUIRED. Lbs Lbs In-Sx In-Sx Fasten together in staggered D 2310 992 4- 0 1- 6 pattern. (1/2" bolts -OR- Hz = -191 SDS3 screws -OR- 10d nails C 2310 1014 4- 0 1- 6 as each layer is applied.) Robbins Engineering. M00nline Plus" 0 1996.2005 Version 18.0,014 Engineering - Portrait 2/7/2006 10:56:46 AM Page 1 Scale: 0.490" = 1' ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 12 24 0 BC 2 11 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. Provide drainage to prevent water ponding. 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 1410 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ ''SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW • Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWD13CBUR ME 1 HHIP 80500 6 0 0 ENGLE/BWDI3CBUR/M#3813 4-0-3 HO 10-15 TC q G 2x4 HO 4-0-3 6--2-8. -2-2-8 #4x6 #5x4 B C #6x6 f HGR HGR R: 336 R: 371 U: 109 U: 172 BC: B-5-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- TC 0.49 2x 4 SP-#2 BC 0.48 2x 4 SP-#2 WB 0.12 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 5- 0 BC Cont. 0- 0- 0 8- 5- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- B -C 0.22 173 C 0.00 0.22 --------Bottom Chords --------- G -E 0.48 128 T 0.00 0.48 E -D 0.38 166 T 0.00 0.38 ------------- Webs ------------- G -F 0.04 309 C WindLd F -E 0.05 174 T E -B 0.07 293 C E -C 0.12 379 T D -C 0.12 342 C WindLd LL Defl 0.04" in G -E L/999 TL Defl -0.07" in G -E L/999 Shear // Grain in F -B 0.25 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 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: it React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: G 337 110 3- 8 1- 0 FBC2004 Hz = -139 Design checked for LL on BC D 371 173 3- 8 1- 0 per BOCA (section 1606.2.3), Hz = 233 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ---------- Top Chords---------- concurrent LL on BC. F -B 0.49 187 C 0.00 0.49 NOTE: USER MODIFIED PLATES Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:45 AM Pagel 4 Scale: 0.456" = 1' 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 342 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW • Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWD13CBUR H8D 1 HHIP 80500 6 0 0 ENGLE/BWDI3CBUR/M#3813 3-0-3 HO 10-15 TC G #5x4 HGR R: 336 U: 124 HO 3-0-3 4-2-8 4-2-8 #5x8 2x4 BC i 8-5-0 - 8-5-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.21 2x 4 SP-#2 BC 0.90 2x 4 SP-#2 WB 0.11 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 5- 0 BC Cont. 0- 0- 0 8- 5- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - Hz = 168 Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- F -B 0.21 66 T 0.00 0.21 B -C 0.16 43 C 0.00 0.16 --------Bottom Chords --------- G -D 0.90 260 T 0.01 0.89 ------------- Webs ------------- G -F 0.02 140 C WindLd G -B 0.11 302 C B -D 0.11 311 C D -C 0.05 123 C WindLd LL Defl -0.23" in G -D L/414 TL Defl -0.34" in G -D L/274 Shear // Grain in B -C 0.19 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI B LOCK 5.Ox 8.0 1.6-0.4 0.61 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: G 337 125 3- 8 1- 0 Trusses Manufactured by: Hz = -102 East Coast Lumber D 370 158 3- 8 1- 0 Analysis Conforms To: Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:44 AM Pagel 4 HGR R: 370 U: 157 I Scale: 0.551" = 1 FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 311 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR T8C 2 TR 80500 6 0 0 ENGLE/BWDI3CBUR/M#3813 2-9-3 NO 4-15 TC 4-8-8 NO 10-15 - - - 3-8-8. 4x4 t: (� #6x6 n HGR HGR R: 336 R: 368 U: 140 U: 142 BC 8-5-0 8-5-0 - ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.17 2x 4 SP-#2 BC 0.36 2x 4 SP-#2 WB 0.10 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 5- 0 BC Cont. 0- 0- 0 8- 5- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - Hz = 60 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.17 351 C 0.00 0.17 B -G 0.13 347 C 0.00 0.13 --------Bottom Chords --------- A -E 0.36 313 T 0.04 0.32 E -H 0.27 53 T 0.00 0.27 ------------- Webs ------------- E -B 0.05 186 T E -G 0.10 318 T H -G 0.05 325 C WindLd LL Defl 0.01" in A -E L/999 TL Defl -0.02" in A -E L/999 Shear // Grain in A -B 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 Gar Gross Area Jt Type Plt Size X Y JSI # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: A 337 140 3- 8 1- 0 Trusses Manufactured by: Hz = -60 East Coast Lumber H 368 142 3- 8 1- 0 Analysis Conforms To: Robbins Engineering, Inc./Online Pius" 0 1996.2005 Version 18.0.014 Engineering - Ponrail 2/72006 10:56:44 AM Page 1 Scale: 0.582" = 1 FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 351 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR T8B 1 TR 90608 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 2-9-3 HO 4-3 HO 4-15 TC; 1-2-0 4-10-0 - _ .... ._-------• 6-8-8 -- 4x4 Bc Cant:9- 0 W:308 R: 471 U: 192 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.14 2x 4 SP-#2 BC 0.30 2x 4 SP-#2 WB 0.06 2x 4 SP-#3 WG --- 2x 4 SP-#3 EX D -D 2x 6 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 6- 8 BC Cont. 0- 0- 0 9- 6- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC 8-6-0 - 9-6-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = -53 D 388 193 4- 0 1- 0 Hz = 54 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.14 317 C 0.00 0.14 B -C 0.14 319 C 0.00 0.14 --------Bottom Chords --------- A -E 0.30 278 T 0.03 0.27 E -C 0.23 278 T 0.03 0.20 ------------- Webs ------------- E -B 0.06 198 T LL Defl 0.01" in A -E L/999 TL Defl -0.01" in A -E L/999 Shear // Grain in A -E 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 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Jt React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 472 193 3- 8 1- 0 FBC2004 Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering -Portrait 2n2006 10:56:43 AM Pagel I i W:400 Cant:10- 8 R: 387 U: 193 1-0-8 Scale: 0.578" = 1 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 319 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right CH I Engineering BWD13CBUR T8A 1 TR 90800 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBUR/M#3813 2-9-3 HO 4-3 HO 4-3 TC 1-2-0 4-10-0 4-10-0 1-270 4x4 BC. Cant:9- 0 W:308 R: 470 U: 191 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.15 2x 4 SP-#2 BC 0.30 2x 4 SP-#2 WB 0.06 2x 4 SP-#3 WG --- 2x 4 SP-#3 EX D -D 2x 6 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 8- 0 BC Cont. 0- 0- 0 9- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 470 192 3- 8 1- 0 8-6-0 9-8-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Hz = -53 D 495 238 4- 0 1- 0 Hz = 53 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.13 316 C 0.00 0.13 B -C 0.15 318 C 0.00 0.15 --------Bottom Chords --------- * -E 0.30 277 T 0.03 0.27 E -C 0.23 277 T 0.03 0.20 ------------- Webs ------------- E -B 0.06 197 T LL Defl 0.01" in A -E L/999 TL Defl -0.01" in A -E L/999 Shear // Grain in E -D 0.18 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 W:400 Cant:1- 0- 0 R: 494 U: 238 1-2-0 Scale: 0.534" = 1 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 318 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus'- 0 1996.2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:43 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR H8 1 HIPP 90800 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 4-3 TC 1-2-0 3-0-0 3-8-0 3-0-0 5x6 4x4 B C 6 1-10-3 3x8 4x4 rt 4x4 Ap T p E H 2x4 [.F 3x3 7 V W:400 ;I 14:400 Cant:l- 2- 0 R:1086 11:1361 U: 451 U: 609 BC • 8-4-0 1-4-0 .. 9-8-0 I ALL PLATES ARE LOCK20 Scale: 0.532" = 1' Robbins Engineering, Inc./Online Plus- Lbs Lbs In-Sx In-Sx A 1086 451 4- 0 1- 5 Online Plus -- Version 18.0.014 Hz = -32 RUN DATE: 07-FEB-06 H 1362 610 4- 0 1- 8 Hz = 32 CSI -Size- ----Lumber---- TC 0.66 2x 4 SP-#2 BC 0.59 2x 4 SP-SS WB 0.17 2x 4 SP-#3 WIG --- 2x 6 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 8- 0 BC Cont. 0- 0- 0 9- 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=1.00 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' 9.7' BC V 0 10 0.0' 9.7' TC V 50 38 3.0' 6.7' BC V 0 13 3.1' 6.5' BC V 280 280 3.1' CL-LB BC V 280 280 6.5' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.31 1841 C 0.02 0.29 B -C 0.51 1290 C 0.01 0.50 C -D 0.66 1507 C 0.01 0.65 --------Bottom Chords --------- * -F 0.25 1667 T 0.15 0.10 F -E 0.29 1620 T 0.09 0.20 E -D 0.59 1290 T 0.12 0.47 ------------- Webs ------------- F -B 0.17 551 T B -E 0.08 358 C E -C 0.13 445 T LL Defl -0.05" in F -E L/999 TL Defl -0.10" in F -E L/972 Shear // Grain in E -H 0.40 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 A LOCK 4.Ox 4.0 Ctr 0.1 0.92 D LOCK 4.Ox 4.0 Ctr 0.1 0.75 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 Robbins Engineering, Inc./Online Plus"" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2172006 10:56:42 AM Page 1 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 1841 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW . Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWD13CBUR MV4 1 VLM. SB 40000 6 0 0 ENGLE/BWDI3CBUR/M#3813 2-0-0 HO 2-0-0 TC. -4 -:0-0 .- 2x4 Bc 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.14 2x 4 SP-#2 WB 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 48 C 0.00 0.08 --------Bottom Chords --------- A -C 0.14 0 T 0.00 0.14 ------------- Webs ------------- C -B 0.02 90 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.23 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC it React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003,and FBC 2004 Cont. Brg 0- 0- 0 to 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, In0online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/72006 10:56:46 AM Pagel 4 Scale: 0.757" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 90 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWD13CBUR MV2 2 VLMA. SB 20000 6 0 0 ENGLE/BWDI3CBUR/M#3813 1-0-0 HO 1-0-0 TC _-2-0-0- _ ' 6 BC 2-0-0 2-0-0 ALL PLATES ARE LOCK20 2x4 Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014 A -B 0.00 15 C RUN DATE: 07-FEB-06--------Bottom Chords --------- A -C 0.00 0 T CSI -Size- ----Lumber---- ------------- Webs ------------- TC 0.00 2x 4 SP-#2 C -B 0.00 36 C WindLd BC 0.00 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -B 0.03 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC Jt React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003,and FBC 2004 Cont. Brg 0- 0- 0 to 2- 0- 0 (section 1607.1), 20.0 psf. 254 47 Hz = 36 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering• Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Ponrail 277/2006 10:56:47 AM Page 1 Scale: 0.859" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 36 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR V8 1 VL. SB 80000 6 0 0 ENGLE/BWDI3CBUR/M#3813 TC 4-0-0 .. _ - - __.._4-.0-0 - ----- 4x4 2-0-0 •2x4 - i -, ,- :"r .. nv, / ` % r - ,,,�.J' x•S�,-Tf P,1µ f '�'( I,i � // •:/�%::/'% --- . /' _ ..F c9+}Yr � � �fr' -! ''',' • ; �.'��'•" A'_._in Z /r � t�..1' +�s+�? � �`{�3"p I .�' . BC ' 8-0-0- 8-0-0 - I ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 BC 0.13 2x 4 SP-#2 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.07 62 C 0.00 0.07 B -C 0.07 62 C 0.00 0.07 --------Bottom Chords --------- A -D 0.13 0 T 0.00 0.13 D -C 0.13 0 T 0.00 0.13 ----------Gable Webs---------- D-B 0.02 145 C LL Defl 0.01" in D -C L/999 TL Defl 0.01" in D -C L/999 Shear // Grain in A -D 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 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 Design checked for LL on BC Cont. Brg 0- 0- 0 to 8- 0- 0 per BOCA (section 1606.2.3), 541 227 Hz = 38 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/72006 10:56:47 AM Page 1 Scale: 0.719" = 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 145 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW rob Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWDI3CBUR V4 1 VL. SB 40000 6 0 0 ENGLE/BWDI3CBUR/M#3813 TC 2-0-0 2-0-0 6 4x4 8 ;Vjd jt 1-0-0 n, 2x4 i_'.. "•�t"3%= 2x4 4014�7 V ��d�J BC 4-0-0 1 ALL PLATES ARE LOCK20 Scale: 0.888" = 1' Robbins Engineering, Inc./Online Plus' LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Online Plus -- Version 18.0.014 Shear // Grain in A -B 0.03 RUN DATE: 07-FEB-06 DL Defl 0.00" at L/999 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.01 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 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 Pit 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), it 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. Wind Loads - ANSI / ASCE 7-02 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main ----------Top Chords---------- Wind -Force Resistance System. A -B 0.00 74 C Wind Speed: 120 mph B -C 0.00 74 C Mean Roof Height: 25-0 --------Bottom Chords--------- Exposure Category: B A -C 0.01 0 T 0.00 0.01 Occupancy Factor : 1.00 Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:48 AM Page i Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 74 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Quan Type Span PI Left OH Right OH Engi�reeriag �BW��;;C�BUR�X�7 4 MONO 91013 4.243 1- 7-13 0 ENGLE/BWDI3CBUR/M#3813 HO 3-15 HO 3-9-15 TC 1-7-13 9-10-13 2x4 B d _ x 4.243 2x4 D W 108 3-9-15 288 : 185 3x3 A C 3x3 W:511 W:108 R: 501 R: 397 U: 120 U: 95 BC 9-10-13 ' 9-10-13 ALL PLATES ARE LOCK20 Scale: 0.458" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.92 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Robbins Engineering, Inc./Online Plus- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 120 5-11 1- 0 Hz = 142 B 289 186 1- 8 1- 0 Hz = 224 C 397 95 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.54 712 C 0.00 0.54 D -B 0.54 131 T 0.00 0.54 --------Bottom Chords --------- A -C 0.92 720 T 0.13 0.79 ------------- Webs ------------- D -C 0.29 769 C C -B 0.08 0 T WindLd LL Defl -0.24" in A -C L/465 TL Defl -0.36" in A -C L/307 Shear // Grain in D -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 5 Wind Load Case(s) 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 PIUSTM 0 1996-2005 Version 18.0,014 Engineering - Portrait 2/7/2006 10:56:48 AM Page 1 Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 769 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job M81k uan Type Span P1-H1 Left OH Right OH Engineering Q BWD13CBUR HJ3 4 ENDJO 40215 4.243 1- 7-13 0 ENGLE/BWDI3CBUR/M#3813 1-9-15 HO 3-15 TC. 1-1-13 ._ - _- 4-2-15 HO 1-9-15 2x4 R I W:511 W:108 R: 270 R: 226 U: 70 BC • 4-2-15 4-2-15 --- ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.31 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 2-15 BC Cont. 0- 0- 0 4- 2-15 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=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 4.2' BC V 0 10 0.0' 4.2' TC V -40 -30 0.0' -12 -9 4.2' BC V 0 -10 0.0' 0 -3 4.2' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 271 70 5-11 1- 0 Hz = -40 B 88 41 1- 8 1- 0 Hz = 60 C 226 0 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.16 33 T 0.00 0.16 --------Bottom Chords --------- A -C 0.31 25 C 0.00 0.31 ------------- Webs ------------- C -B 0.01 0 T WindLd LL Defl -0.01" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.27 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 3- 0- 0 C 2x4 Scale: 0.740" = 1 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 25 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' O 199&2005 Version 18.0,014 Engineering . Portrait 2f72006 10:56:49 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWD13CBUR EJ7 30 ENDJO 70000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 3-10-3 HO 4-3 TC 1-2-0 BO 3-10-3 7-0-0 B 8 l5 s8 I W:400 W:108 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: 07-FEB-06----------Top Chords ---------- A -B 0.55 91 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP-#2 A -C 0.67 99 T 0.00 0.67 BC 0.67 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.08" in A -C L/999 TL Defl -0.17" in A -C L/458 Shear // Grain in A -B 0.28 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 377 104 4- 0 1- 0 Design checked for LL on BC Hz = 185 per BOCA (section 1606.2.3), B 215 158 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 244 9 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus" O 1996-2005 Version 18.0.014 Engineering -Portrait 2n2006 10:56:49 AM 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 F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR EJ3 6 ENDJO 30000 6 1- 2- 0 0 ENGLE/BWD13CBUR/M#3813 HO 4-3 BO 1-10-3 TC• 1-2-0 3-0-0 6 1-10-3 2A A I IC 4:108 R: 91 U: 68 II W:400 w:108 R: 262 R: 218 U: 63 U: 5 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus'" Hz = 42 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-FEB-06----------Top Chords ---------- A -B 0.10 38 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 41 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 64 4- 0 1- 0 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), B 92 68 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 218 5 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:50 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 38 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR CJS 8 ENDJO 50000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 2-10-3 HO 4-3 Ho 2-10-3 TC 1-2-0 _-5-0-0 3 3 3 W:400 W:108 R: 300 R: 230 U: 84 U: 7 BC• 5-0-0 5-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 71 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-FEB-06----------Top Chords ---------- A -B 0.27 65 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.27 2x 4 SP-#2 A -C 0.43 70 T 0.00 0.43 BC 0.43 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load 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), B 153 113 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 231 7 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:50 AM Page 1 Scale: 0.603" = 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 65 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW •Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWDI3CBUR CJ3 8 ENDJO 30000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 1-10-3 TC 1-2-0 _ ... 3-0-0 6 1-10-3 2A ^, A 'C W:108 R: 91 U: 68 W:400 W:108 R: 262 R: 218 U: 63 U: 5 BC: 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 42 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-FEB-06----------Top Chords ---------- A -B 0.10 38 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 41 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 64 4- 0 1- 0 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), B 92 68 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 218 5 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online PIUSTM O 1996-2005 Version 18.0.014 Engineering - Portrait 2l7I2006 10:56:51 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 38 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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 r 'Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering BWDI3CBUR CJl 16 ENDJO 10000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 10-3 HO 4-3 HO 10-3 TC 1-2-0 1-0-0 6 C I 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 Robbins Engineering, Inc./Online Plus'" Hz = 12 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-FEB-06----------Top Chords ---------- A -B 0.03 18 T 0.00 0.03 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.03 2x 4 SP-#2 A -C 0.04 12 T 0.00 0.04 BC 0.04 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in 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 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 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"' m 1996-2005 Version 18,0.014 Engineering - Portrait 2/7/2006 10:56:51 AM Page 1 Scale: 0.716" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 9 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering 10X14H3 H26 1 HIPP 140000 3 1- 2- 0 1- 2- 0 ENGLE/1OX14H3/M#3812 HO 3-14 HO 3-14 TC 1-2-0 5-0-0 4-0-0 5-0-0 1_-2-0 4x8 4x4 B C 1-6-14 W:400 W:400 R:1037 R:1037 U: 184 U: 184 BC 14-0-0 14-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP-#2 BC 0.70 2x 4 SP-#2 WB 0.11 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 0 BC Cont. 0- 0- 0 14- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 14.0' BC V 0 10 0.0' 14.0' TC V 30 23 5.0' 9.0' BC V 0 8 5.1' 8.9' BC V 133 133 5.1' CL-LB BC V 133 133 8.9' CL-LB Robbins Engineering, Inc./Online P1us- D 1037 185 4- 0 1- 4 Hz = 16 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.28 2943 C 0.06 0.22 B -C 0.46 2876 C 0.07 0.39 C -D 0.25 2960 C 0.07 0.18 --------Bottom Chords --------- * -F 0.65 2861 T 0.52 0.13 F -S1 0.67 2825 T 0.52 0.15 S1-E 0.70 2825 T 0.33 0.37 E -D 0.65 2875 T 0.32 0.33 ------------- Webs ------------- F -B 0.11 354 T B -E 0.07 236 T E -C 0.09 350 T LL Defl -0.12" in S1-E L/999 TL Defl -0.24" in S1-E L/654 Shear // Grain in B -C 0.28 DL Defl -0.19" at S1 L/847 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. Plus 6 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 Step Down Hip Framing King Jacks Jt React Uplft Size Req'd Jack Open Faced Lbs Lbs In-Sx In-Sx Setback 5- 0- 0 A 1037 185 4- 0 1- 4 OH Loading Hz = 16 Soffit psf 2.0 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/72006 2:16:30 PM Page 1 Scale: 0.403" = 1' Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Open Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2960 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering IOX,14H3 T27 2 TR 140000 3 1- 2- 0 1- 2- 0 ENGLE/1OX14H3/M##3812 HO 3-14 HO 3-14 TC 1-2-0 7-0-0 7-0-0 1-2-0 4x4 B 3 2-0-14 3x3 3x3 A C DSPL 4x4 pp41 W:400 W:400 R: 651 R: 651 U: 110 U: 110 BC 14-0-0 - 14-0-0 ALL PLATES ARE LOCK20 Scale: 0.403" = 1' Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -B 0.40 1261 C 0.01 0.39 Online Plus -- Version 18.0.014 B -C 0.40 1261 C 0.01 0.39 RUN DATE: 07-FEB-06 --------Bottom Chords --------- A -D 0.63 1228 T 0.14 0.49 CSI -Size- ----Lumber---- D -C 0.63 1228 T 0.14 0.49 TC 0.40 2x 4 SP-#2 ------------- Webs ------------- BC 0.63 2x 4 SP-#2 D -B 0.09 295 T WB 0.09 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 0 BC Cont. 0- 0- 0 14- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 652 111 4- 0 1- 0 Hz = 22 C 652 111 4- 0 1- 0 Hz = 22 Membr CSI P Lbs Axl-CSI-Bnd LL Defl -0.06" in D -C L/999 TL Defl -0.13" in D -C L/999 Shear // Grain in A -B 0.28 DL Defl -0.12" at D L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI D LOCK 4.Ox 4.0 Ctr-1.0 0.51 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Open Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1261 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/72006 2:16:31 PM Page 1 Job 10X14H3 Mark HJSA Quan 2 Type Span P1-H1 Left OH MONO 70014 2.121 1- 7 -13 Right OH 0 I Engineering ENGLE/1OX14H3/M#3812 HO 3-12 HO 1-6-12 TC 1-7-13 7-0-14 ' 2x4 B 2.121 1-6-12 2x4 A C 2x4 W:108 R: , 37 U: 78 W:511 I i W:108 R: 353 R: 251 U: 106 BC 7-0-14 7-0-14 ALL PLATES ARE LOCK20 Scale: 0.561" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.58 2x 4 SP42 BC 0.71 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0-14 BC Cont. 0- 0- 0 7- 0-14 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 7.1' BC V 0 10 0.0' 7.1' TC V -40 -30 0.0' 17 12 7.1' BC V 0 -10 0.0' 0 4 7.1' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 353 106 5-11 1- 0 Hz = 19 B 237 79 1- 8 1- 0 Hz = 45 C 251 0 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.58 23 T 0.00 0.58 --------Bottom Chords --------- A -C 0.71 14 C 0.00 0.71 ------------- Webs ------------- C -B 0.00 0 T WindLd LL Defl -0.05" in A -C L/999 TL Defl -0.16" in A -C L/477 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 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 5- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Open Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 14 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/72006 2:16:31 PM Page 1 Job IOX14H3 Mark EJSA Quan Type 3 ENDJO Span P1-H1 50000 3 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/1OX14H3/M#3812 HO 3-14 HO 1-6-14 TC 1-2-0 5-0-0 D 3 1-6-14 2x4 A C IX� W:108 R: , j 48 U:I 40 i W:400 W:108 R: 295 R: 232 U: 73 BC 5-0-0 5-0-0 ALL PLATES ARE LOCK20 Scale: 0.572" = 1' Robbins Engineering, Inc./Online Plus - Hz = 23 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-FEB-06----------Top Chords ---------- A -D 0.25 16 C 0.00 0.25 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.25 2x 4 SP-#2 A -C 0.38 22 T 0.00 0.38 BC 0.38 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load 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 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: FEC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 296 74 4- 0 1- 0 Design checked for LL on BC Hz = 39 per BOCA (section 1606.2.3), D 149 40 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 232 0 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus"' 0 1996.2005 Version 18.0,014 Engineering • Portrait 2n/2006 2:16:32 PM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Open Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 16 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job 1OX14H3 Mark C,J3A Quan 4 Type ENDJO Span P1-H1 30000 3 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/1OX14H3/M#3812 HO 3-14 HO 1-0-14 TC 1-2-0 3-0-0 3 1-0-14 2x4 A V" 0 W 8 R:; 86 U: 22 W:400 W:108 R: 257 R: 219 U: 63 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.761" = 1' Robbins Engineering, Inc./Online Plus'" Hz = 13 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-FEB-06----------Top Chords ---------- A -B 0.14 10 T 0.00 0.14 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.14 2x 4 SP-#2 A -C 0.17 13 T 0.00 0.17 BC 0.17 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.01" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.18 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 258 63 4- 0 1- 0 Design checked for LL on BC Hz = 23 per BOCA (section 1606.2.3), B 87 23 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 220 0 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering • Portrait 217/2006 2:16:32 PM Pagel Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Open 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: I. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering 10X14H3 CJ1A 4 ENDJO 10200 3 1- 2- 0 0 ENGLE/1OX14H3/M#3812 7-6 HO 3-14 HO 7-6 TC 1-2-0 1-2-0 BC 3 '. ;.Hil w:io8 R: 54 U: 4 W:400 W1:108 R: 234 R: 208 U: 54 U: 2 1-2-0 1-2-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014--------Bottom Chords - - - - - - - - - RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.00 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 2- 0 BC Cont. 0- 0- 0 1- 2- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -A 0.00 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Plus 5 Wind Load Case(s) Trusses Manufactured by: Plus 1 UBC LL Load Case(s) East Coast Lumber Analysis Conforms To: Checked for NonConcurrent 200 FBC2004 Lbs Moving Point Load applied OH Loading at Panel Points and Mid -panel Soffit psf 2.0 on BC Excessive Left OH condition. Max allowable length is Jt React Uplft Size Req'd 0- 1- 0. Support end or Lbs Lbs In-Sx In-Sx provide level return. A 234 54 3- 8 1- 0 Design checked for LL on BC B 54 5 1- 8 1- 0 per BOCA (section 1606.2.3), C 209 3 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 2/7r2006 2:16:33 PM Page 1 Scale: 1.048" = 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Open Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job MarkQuan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR HIO 1 HIPP 90800 6 1- 2- 0 1- 2- 0 ENGLE/BWD13CBUR/M#3813 HO 4-3 HO 4-3 TC 1-2-0 3-0-0 3-8-0 3-0-0 1-2-0 4x6 4x4 B C 6 - '2 0, 1-10-3 2x4 2x4 i A � s - O g E i�• ;2x4 ti3x3 W:308 t I W:308 R: 598 R: 598 U: 247 U: 247 BC' 9-8-0 I 9-8-0 ALL PLATES ARE LOCK20 Scale: 0.532" = 1' Online Plus -- Version 18.0.014 uitu naTF • n7-FF.R-nr, CSI -Size- ----Lumber---- TC 0.20 2x 4 SP-#2 BC 0.38 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 8- 0 BC Cont. 0- 0- 0 9- 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=1.00 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' 9.7' BC V 0 10 0.0' 9.7' TC V 10 8 3.0' 6.7' BC V 0 3 3.1' 6.5' BC V 40 40 3.1' CL-LB BC V 40 40 6.5' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online P1us- A 599 248 3- 8 1- 0 Hz = -32 D 599 248 3- 8 1- 0 Hz = 33 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.10 807 C 0.00 0.10 B -C 0.20 734 C 0.00 0.20 C -D 0.09 817 C 0.00 0.09 --------Bottom Chords --------- A -F 0.27 727 T 0.09 0.18 F -E 0.38 719 T 0.10 0.28 E -D 0.27 734 T 0.09 0.18 ------------- Webs ------------- F -B 0.07 241 T B -E 0.04 151 T E -C 0.06 200 T LL Defl -0.01" in F -E L/999 TL Defl -0.03" in F -E L/999 Shear // Grain in A -F 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 Pit 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 Girder Step Down Hip it React Uplft Size Req'd Framing King Jacks Lbs Lbs In-Sx In-Sx Jack Open Faced Robbins Engineering. Inc./Online Plus`" 0 1996-2005 Version 18.0.014 Engineering - Portrait 277/2006 10:56:41 AM Page 1 Setback 3- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 817 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW ' Job Mark Quan Type Span P1-H1 Left OH Right OH I Engrneerhig BWD13CBUR MGE7 1 MONO 70000 6 1- 2- 0 0 ENGLE/BWD13CBUR/M#3813 3-10-3 HO 4-3 TC 1-2-0 7-0-0 HO 3-10-3 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.16 2x 4 SP-#2 WB 0.09 2x 4 SP-#3 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.08 151 C 0.00 0.08 D -F 0.06 112 C 0.00 0.06 F -B 0.04 79 C 0.00 0.04 --------Bottom Chords --------- A -E 0.16 13 C 0.00 0.16 E -G 0.13 0 T 0.00 0.13 G -C 0.16 0 T 0.00 0.16 ------------- Webs ------------- C -B 0.09 68 C WindLd ----------Gable Webs---------- E-D 0.03 174 C G -F 0.02 145 C LL Defl 0.00" in G -C L/999 TL Defl 0.00" in A -E L/999 Shear // Grain in G -C 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: Cont. Brg 0- 0- 0 to 7- 0- 0 East Coast Lumber 656 271 Hz = 218 Analysis Conforms To: Robbins Engineering. Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering -Portrait 2l7l2006 10:56:45 AM Pagel 2x4 Scale: 0.496" = 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 174 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR It 1 MONO 70400 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 4-0-3 TC 1-2-0 774-0 2x4 B 6 •2x4 D 4-0-3 2x4 A r C • - --- - . .___ E G 2x4 �.. _._-_:.1.:.I_•�_.�/:�::%=�.. i BC _ 7-4-0 . 7-4-0 ._ . ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.481" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-#2 BC 0.19 2x 4 SP-#2 WB 0.10 2x 4 SP-#3 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 4- 0 BC Cont. 0- 0- 0 7- 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 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- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.09 157 C 0.00 0.09 D -F 0.08 115 C 0.00 0.08 F -B 0.04 83 C 0.00 0.04 --------Bottom Chords --------- * -E 0.19 15 C 0.00 0.19 E -G 0.13 0 T 0.00 0.13 G -C 0.16 0 T 0.00 0.16 ------------- Webs ------------- C -B 0.10 69 C WindLd ----------Gable Webs---------- - -D 0.03 191 C G -F 0.02 139 C LL Defl 0.00" in G -C L/999 TL Defl 0.00" in A -E L/999 Shear // Grain in G -C 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: Cont. Brg 0- 0- 0 to 7- 4- 0 East Coast Lumber 683 282 Hz = 229 Analysis Conforms To: Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:45 AM Page 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 191 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW 0 m 0 I 0 1 iIl 27-8-0 3-4-0 �;0-Q 5-4-0 �70- �e s.T.e -I - srs n=lnnIA1 0Av 50-0-0 12-4-0 10-0-0 19-4-0 20-6-0 10-0-0 50-0-0 PLANS REVIEWED CiTy OF SANFORD 0 1 *NOTE* ALL WALLS SHOWN ON LAYOUT ARE BEARING. *NOTE* ALL BEAMS ARE BY BUILDER UNLESS NOTED OTHERWISE. BIRCHWOOD 3-CAR/FLEX SPACE ELEVATION 1 FLOOR UPLIFT IS A RESULT OF WINDLOADS OCCURING ACROSS THE TOP CHORD OF A TRUSS. TRUSSES WITHIN A FLOOR SYSTEM ARE NOT SUBJECTED TO THESE WINDLOADS AND THEREFORE DO NOT HAVE UPLIFT, UNLESS THE FLOOR IS BEING USED TO TRANSFER LOADS FROM A BEARING WALL ABOVE TO A BEARING WALL BELOW. 16' EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: BIRCHWOOD DATE: 4-13-99 REVISED: 1-30-06 PAGE 1 OF 3 BWD13CBFL 00 n 9:a w Q IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST LUMBER IS THE 'TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. ALL OTHER BUILDING CODE DESIGN REOUIREMENTS ARE BY OTHERS. 2255 AVOCADO AVE. MELB., FL. 32935 ® OFFICE: (321)254-1581 FAX: (321) 254- 1582 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B 1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. HELD BACK 1" TYPICAL R DESIGN BY: ACJ =� ACAD BY: KSM DESIGN CRITERIA COUNTY: _ CODE: FBC-ASCE 7 LOADING: 55p51 MWF SPEED: 120 N.P.H. SCALE: 1/8 = I'-0 EXPOSURE CATEGORY = B MEAN HEIGHT: 15'-0' IMPORTANCE FACTOR = I BUILDING TYPE: - ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC UVE: 40p5f TC LIVE: 20psf TC DEAD: fOpsf TC DEAD: 15ps1 BC UVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf BC DEAD: 05p5f DUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT BC LL lopsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psl FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B,G,H) NON —CONCURRENT DC MOVING LL 200@ FBC TABLE 1607.1.31 DEFINITIONS MWF = MAIN WIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD OL = DEAD LOAD psi - POUNDS PER SQUARE FOOT p = POUNDS 0 I 0 I 27-0-0 BIRCHWOOD 50-0-0 3—CAR/FLEX SPACE 13-0-0 10-0-0 ELEVATION 1 LOWER ROOF 13-0-0 0 4- 6-4-0 a+� 20-8-0 10-0-0 50-0-0 CD ao I CJl CA cio CJ5 EJ7 0 111 fV 0 00 1 10 0-4-3 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: BIRCHWOOD DATE: 4-13-99 REVISED: 1-30-06 PAGE 2 OF 3 BWD13CBLR �I 0 r7a w cn Q IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST LUMBER IS THE 'TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. ALL OTHER BUILDING CODE DESIGN REQUIREMENTS ARE BY OTHERS. ® OFFICEAVOCADO:(32 )254-E1581 LB., (321) 3 54-1582 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI—B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 12 61 / 8„ DESIGN BY: ACJ ACAD BY: KSM DESIGN CRITERIA COUNTY: _ CODE: FBC-ASCE 7 LOADING: TILE MOT SPEED: 120 M.P.H. SCALE: 1/8' = f-0' EXPOSURE CATEGORY = B MEAN HEIGHT: 15'-0' IMPORTANCE FACTOR = I BUILDING TYPE: = ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40psf TC LIVE: 20psf TC DEAD: TOP sf TC DEAD: 15psf BC LIVE: OOP' f DC LIVE* OOpsf BC DEAD: 05psf SC DEAD: 05psf OUR FACTOR: 1.00 DUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON -CONCURRENT BC LL IOpsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B,G,H) NON -CONCURRENT BC MOVING LL 200@ FBC TABLE 1607.1.31 DEFINITIONS MKF = MAIN ONO FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT = POUNDS 0 c0 50-0-0 27-8-0 12-4-0 10-0-0 13-4-0 ?-O-Q 5-4-0 ?-O-Q / MTVGA I A I MAV I� .. I V _ I_ / V V 11 V V _ , CITY OF 10-0-0 0 I 0 c6 *NOTE* ALL WALLS SHOWN ON LAYOUT ARE BEARING. *NOTE* ALL BEAMS ARE BY BUILDER UNLESS NOTED OTHERWISE. BIRCHWOOD 3—CAR/FLEX SPACE ELEVATION 1 UPPER ROOF 12'-8" PLATE HT. 18'-10" PLATE HT. EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES Dry° JOB NAME: BIRCHWOOD :14z DATE: 4-13-99 REVISED: 1-30-06 w PAGE 3 OF 3 cl) BWD13CBUR IN ACCORDANCE WITH THE FLORIDA ADMINISTRAi1VE 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 REOUIREMENTS ARE BY OTHERS. ® 2255 OFFICE:AVOCADO (32 )254-1581 FAX(3 : 321) 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 ADVANCEBYOUR ENGINEERING * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMEN 1 APPROVES THEM IN ADVANCE. 0-4-3 14" DESIGN BY: ACJ i4 ACAD BY: K S M DESIGN CRITERIA COUNTY: _ CODE: FBC-ASCE 7 LOADING: TILE MWF SPEED' 120 N.P.H. SCALE: I/8* - 1'-0 EXPOSURE CATEGORY = B MEAN HEIGHT: 25*-0 IMPORTANCE FACTOR = I BUILDING TYPE: = ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40psf TC LIVE: 20psf TC BE AD: 10psf TC DEAD: 15psf BC UVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf BC DEAD: 0.5ps( OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT BC LL 10psf FBC TABLE 1607.1.27 FRC TABLE RJOI.4 (NOTE 8) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G.H) NON —CONCURRENT BC NOVING LL 2001 FBC TABLE 1607.1.31 DEFINITIONS MAF = MAIN WIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf - POUNDS PER SQUARE FOOT 8 = POUNDS r 14-0-0 �✓ � M Lf7 LIJ CJ1A 0 I CJ3A H26 T27 T27 PIAVIS REV lEW ED CITY OF SANFORD 0 I 0 I 0 1OX14 PORCH EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 6-30-99 REVISED: 1 -30-06 1OX14H3 IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c). EAST COAST LUMBER IS THE "TRUSS DESIGN ENGINEER". TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. ALL OTHER BUILDING CODE DESIGN REQUIREMENTS ARE BY OTHERS. ® 2255 AVOCADO AVE. MELB., FL. 32935 OFFICE: (321)254-1581 FAX: (321) 254-1582 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* 00 n 0-1 I— V) Q * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 12 DESIGN BY: ACJ ACAD BY: KSM DESIGN CRITERIA COUNTY. _ CODE: FBC-ASCE 7 LOADING: TILE MWF SPEED: 120 N.P.H. SCALE: 1/8' = 1'-0' EXPOSURE CATEGORY = B MEAN HEIGHT: 15'-0" IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLOSED TRUSS SPACING 24" O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40ps1 TC UVE: 20pst TC DEAD: 10psl TC DEAD: 15Pst BC UVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf BC DEAD: 05psf BUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT BC LL lOp5f FBC TABLE 1607 1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B,C.H) NON —CONCURRENT BC WANG LL 200# FBC TABLE 1607.1.31 DEFINITIONS NNT = MAIN WIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SOUARE FOOT = POUNDS OFFICE