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514 Kays Landing Dr 07-310 CO
PERMIT PHONE NUMBER i-VW�ff:=WP' -"aW4 �� PROPERTY OWNER `° V ADDRESS u5A om PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE PERMIT # � l � � D DATE PERMIT DESCRIPTION E ff.C+T A S —? - PERMIT V. SQUARE FOOTAGE 3 S 'jr, tAeJ 3 f Ilv,� y CITY OF SANFORD . P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 5/22/07 Parcel Number . . . . . 34.19.30.520-0000-1360 Property Address . . . 514 KAYS LANDING DR SANFORD FL 32771 Subdivision Name . . . .Legal Description . . . Property Zoning . . . . PUD Owner . . . . . . . . . Contractor . . . . . . ENGLE HOMES ORLANDO 407 249-3500 Application number 07-00000310 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . ... NONE Approved . . . . . . . Building Official `� VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. 6 '7 - 316 November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 136 — 514 Kays Landing, Sanford, FL 32771 The finished floor elevation of the structure located at 514 Kays Landing, Sanford, FL 32771, Lot 136, 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 a division of 1 roup David . runo, P.S.M. Manager of Survey — Central Florida Region DMB / sd 06 2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660-9070 CCL/IBI Consultants, Inc. is a Division of IBI Group D 31 IBI GR 0 UP, Inc. IBI AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS IBI LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS GROUP 2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C GROUP POMPANO BEACH, FLORIDA. 33064 MAITLAND, FLORIDA, 32751 (954) 974-2200 (407) 660-2120 EIl G l E KAY' S LANDING PHASE 2 NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 PANEL NUMBER 12117CO040E NORTHEAST 114 OF SEC77ON 34, TOWNSHIP 19 MAP REWS/ON 0511711995 SOUTH, RANGE JO EAST SEMINOLE COUNTY, FLORIDA, BEING S 00'14'40' E, AN ASSUMED MERIDIAN. FLOOD ZONE X ELEVATJONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLATTING SURVEYOR. L E G E N D R= RADIUS L= ARC DISTANCE A= CENTRAL ANGLE A/C = AIR CONDITIONER SLAB CENTERLINE 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 25' I R=275.00 L=11.76 NdD Y�3--3 L.B. 5610 .70 £L. J3.37' C 89•47 JJ.65' 25' L.B. 68 O INDICATES 5/8" IRON ROD SET WITH NUMBER L.B. 5610 CAP IRC , UNLESS OTHERWISE NOTEC L.B. LICENSED I USIESS N&D = SET NAIL AND DISC L.B. 5610 PC = POINTOOFCCOMPOUND CURVATURE PI = POINT OF INTERSECTION PRC = POINT OF REVERSE CURVATURE CATV. a CABLE TV L.P. = LIGHT POLE ELEC. = ELECTRIC SERVICE PT = POINT OF TANGENCY ® = EXISTING ELEVATION SCALE: V = 30' LOCATION SKETCH (NOT TO SCALE) x I LOT 737 34.1 34.3 34.6 35.70 18 E 132.95ROD & CAP 5' D.E. 4 L.B. 68 N 45.0- - - ----- NcS` LOT 139 w --- �t3; LOT 136 10 �, TWO STORY RESIDENCE 2 - 3:0' 1514 p a \ F.F. EL. J5.84' o B N 6g�%' 35.1 p GAR. EL. 35.20' o m. W" BOX O O ❑A/C PAD I U� Z 0 cR N 9'47'1 W W 152.68 \ Cl:34.5 34.7 34.9 A--112*40'31" LOT 135 R=275.00' L=60.84' CHORD 8EARING=S08'34'34"E CHORD=60.71 \ AREA— TAB_UL_A RON : -- LOT = 8,6J71SO.FT. LOT 148 LEGAL DESCRIPTION.' Lot 136, 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. NOTES. 1. UNLESS /T BEARS THE SIGNATURE AND THE ORIGINAL RAISED J. PLAT AND RECORDED DIMENSIONS ARE THE SAME SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS OTHERWISE NOTED. DRAW NG, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY PURPOSES ONLY AND /S NOT VALID. ADDITIONS OR DELETIONS IBI GROUP, INC. FOR EASEMENTS AND OR RIGHTS — TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF -WAY OF RECORD., PARTY OR PARTIES /S PROHIBITED 10IHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES 5. 5. LOCAAONS ACLU UM/T£D YO' :V15/BLE IMPROVEMENTS ONLY. 2. TIES ARE TO THE ABOVE GROUND FOUNDATION OF BUILDING THIS SURYE'Y DL1S'<NOT:R,-FLEL`T, OR DETERMINE OWNERSHIP. 7 THIS SURVEY EXCEEDS 17:E M/NI461.4 CLOSURE ACCURACY FOR A• SUBURBAN SUi?,VEY.AS P.E0&1R,EO /N 61G17-6.003 REVISIONS: DATE: BY: 0 FLORID.A.MINA�'UAI TECHNICAAL"`.STANDARDS. PLOT PLAN 8/17/06 ?' PLOT PLAN # 2 2/15/07 AJAM FOUNDATION 3/3/07 ALD W. HER;K P.L.S. N FINAL 5/3/07 JAM PROFESSIONAL SURVEYOR and MAPPED _d907 STATE OF FLORIDA Q0 Q0 -7 t a z DATE OF SURVE-y DRAWN C?1EGKED FIELD 5/2/07 LBY' JAM; BY,``' RWH BOOK 700160 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION OMB No. 1660-0008 Expires February 28.2009 For Insurance Company Use: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I 514 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 136, 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. AT Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 330+/ sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State CITY OF SANFORD 120294 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) _ 1311. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized Local Vertical Datum NGVD 1929 Conversion/Comments None a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 35.84 ® feet ❑ meters (Puerto Rico only) 46.59 ® feet ❑ meters (Puerto Rico only) N/A. ® feet ❑ meters (Puerto Rico only) 35.20 ® feet ❑ meters (Puerto Rico only) 35.43 ® feet ❑ meters (Puerto Rico only) 34.7 ® feet ❑ meters (Puerto Rico only) 35.2 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name RONALD W. HERR, P.L.S. License Number LS4907 Title Manager of Curvey-Central Florida Region Company Name IBI Group, Inc. Address 2603 MaJWd Center Parkw?y Ste C City Maitland State FL ZIP Code 32751 5-09-07 Telephone (407) 660-21 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corres Building Street Address (including Apt., Unit, Suite, and/( 514 KAYS LANDING DRIVE City Sanford State FL ZIP Code 32771 onding information from Section A. Bldg. No.) or P.O. Route and Box No. For Insurance Company Use: Policy Number pany NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Item C2.e - Heat Pump Slab Elevation N/A = NOT APPLICABLE Date 5-09-07 Check here if attachments tSMTION E - BUILDING EILEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑feet ❑meters (PR) Datum G9. BFE or,(in Zoi.e.A,0!!depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name._ Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 514 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 I Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. Building Photographs Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 514 KAYS LANDING DRIVE City SANFORD State FL ZIP Code 32771 1 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." Permit # : 0 ( ^3) o fob Address: 514 Kai lO l� Description of Work: Historic District: CITY OFSANFORD PERNI(T APPLICATION �- Date: � W RvAc� s Zoning: liJ Total Square Footage_ Value of Work: S (0 i 000 2f� Permit Type: Building Electrical Mechanical ✓ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service —,# of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential ✓ Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Dccupancy Type: Residential —Z— Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FENIA form required) 3wncrs Name & Address: mat -. Phone: {' k .e-� �;^' f+�L' i i.ro 4' . ontractor Name & Address: c 43 r Ko er�t � . dell r State License Number: a n:� ii3 G.i2 'hone &Faz: Contact Person: � J(5,( l/ Yo J� `Ja _Phone: q(3 7 h 3 =3Po { Bonding Company: kddress: Kortgage Lender: . \ddress: \rchitect/Engineer: \ddress: Phone. Fax: \pplication is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the ssuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate Permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and UR CONDITIONERS, etc. )WNER'S AFFIDAVIT: d certify that all of the 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 iTTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 40TICE: 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 his county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Li FS Signature of Owner/Agent Date llsinature of Contractor/+ Date R�?$ERF G. DEi.CI Print Owner/Agent's Name Print Contractor/Agent's N c AL Signature of Notary -State of Florida Date Signature of Notary -State of Florida ate Owner/Agent is _ Personally Known to Me or _ Produced ID rPPROVALS: ZONING: pecral Conditions: ,cv 03/2006 UTIL: FD: Contractor/Agent is Produced ID _ Personally Known to Me or ENG: i BLDG: i 1' IRINDA C. TURNER MY COMMISSION # DD 212893 5 EIPIRES:June14,2007. 13ontle Thru Notary Public Untlsnvritm V, 6 - 310 (�'CL CCL/IBI CONSUL ANTS, IN . CCL AUTHORIZATION #LB5610 IBI ENGINEERS 2200 PARK CENTRAL BLVD. N. SURVEYORS PLANNERS SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 IBI POMPANO BEACH ORLANDO TAMPA JUPITER A DIVISION OF Tyr /a/ GRDUP WWW.CCL-POMPANO.COM WWW.CCL-ORLAIVDO.COM A DIVISION OF THE /Bi GROUP ENGLEKAY' S LANDING PHASE 2 NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER PANEL NUMBER 120294 12117CO040E NORTHEAST 114 OF SECTION 34, TOWNSHIP 19 MAP REVISION 0511711995 SOUTH, RANGE 30 EAST, SEMINOLE COUNTY, FLORIL FLOOD ZONE X BEING S 00-14'40" E, AN ASSUMED MERIDIAN, ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLATTING SURVEYOR. L E G E N D �= ARCI DISTANCE L.BS 0 . CAP IRON UN ESS OTHERWISE NOTED A/CCENAIR CONDITIONER SLAB N&D = SETNNAIL�AND BUSINESS L.B. 5610 C.0 CENTERLINE EDRAIINAGE EASEMENT PC POINT -PPOINTOOFCCOMPOUND CURVATURE " L.M.E. = LAKE MAINTENANCE EASEMENT PI = POINT OF INTERSECTION U.E. = UTILITY EASEMENT F.F. - FINISH FLOOR PRC = POINT OF REVERSE CURVATURE CATV. = CABLE TV FHYD = FIRE HYDRANT L.P. = LIGHT POLE W.M. = WATER METER W.V. = WATER VALVE ELEC. = ELECTRIC SERVICE PT = POINT OF TANGENCY 0.00 = EXISTING ELEVATION 25' N&D L.B. 5610 £L. 3J.37' R=275.00 L=11.76 ROD & CAP L.B. 68 LOT 737 189*47'18" EE 5' D.E. q 35.84 45.0" 35.83 0 1. 7' P) LOT 736 3.01 FOUNDATION v 35 E SCALE: I" = 30' LOCATION SKETCH (NOT TO SCALE) = I rc I 132.95' RDD &CAP L.B. 68 I LOT 159 0 35.88 o a' 02t2'0 � I � —� --- \-- i 5'D.£. ----- — J J.65 \ LRS068 CAP I n N W47'1 8" 1I1r 152 J3.65' � Cl: 25' A=12'40'31" \ R=275.00' L 0 T 7,35 L=60.84' CHORD BEARING=S08-34'34"E CHORD=60.71 \ AREA -TABULA TION _-- LOT = 8,637±S0.FT. 1 LEGAL DESCR/PT/ON.• LOT 148 Lot 136, Kays Landing, Phase 2, according to the Plat thereof, as recorded in Plot Book 69, at Page 43-44, Of the Public Records, Seminole County, Florida. NOTES: I UNLESS lT BEARS THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS 3. PLAT AND RECORDED DIMENSIONS ARE THE SAME DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL AS MEASURED UNLESS OTHERWISE NOTED. PURPOSES ONLY AND IS NOT VALID, ADDITIONS OR DELETIONS 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING CCL CONSULTANTS, INC. FOR EASEMENTS AND OR RIGHTS - RIGHTS- IANTSLL PARTY PARTIES IS PROHIBITED WITHOUT WRITTEN OF- CONSENTT OF THE SIGNING PARTY OR PARTIES. 5. LOCA;T/ONS.ARE LIMITED T0:1dS1B1,E IMPROVEMENTY. S ONLY. 2. TIES ARE TO THE ABOVE GROUND FOUNDATION OF BUILDING. 6. THI_'� SUl `VEY DOC-S-kol REFLECT OR DETERMINE OWNERSHIP REVISIONS: DATE: BY: PLOT PLAN 8/17/06 JAM PLOT PLAN # 2 2/15/07 JAM FOUNDATION 3/3/07 JAM 7. Ni-) SURVEY EXCEEDS THF_ MINIMUM, CLOSURE ACCURACY FOR I- 5-06URBAN SURVEY AS REOU.iRED IN 61G17-6.003 O FLORIDA PPflMUM Y£ICAL STANDARDS. f Q0 U w O it O a Z RONW. HER,R P.L.S. 'ROFESSIONA. /SUR,VEY R a6d MAPPER #4907 STATE OF FLORIDA TE OF SURVEY.- DpAWN CHECKED FIELD 2/27/07 I8Y JAM I BY RWH I BOOK 700/36 Permit # : �� t Job Address: f Description of Work: I I �,_ CITY OF SANFORD PERMIT APPLICATION Date: °Z�LzI� 13� Historic District: Zoning: Value of Work: S 5 2 lao • W Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pale Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc" Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Z Plumbing/New Residential: # of Water Closets —3 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) G 1 . Owners Name & Address: L �.Q K _ /1�> Phone: _ —�_ Contractor NattA"WMMBU TMSPR QA4C- P 0 BOK 1117 SANFORD, FLORIDA W772 ill State License Number: Cr , Phone & Fax: (407) 323-7515 Contact Person: `".i�ANT AGE PLUMBING, tNC Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: P U SM. 1117 EIA14FORD, FLORIDA 32772 1117 (ap7) 323-751g 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 i.awt construction and zoning" WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN 'VOU;t 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 fecteral agencies" Acceptance of permit is verification that I will notify the owner of the property of the require m of ien Law, FS 713. _'Y" 57 Signature of Owner/Agent Date Sign re of Contmetor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Special Conditions: (Initial & Date) Date Zoning: A-) fry,, Print onrractor/Agent's Name �- ZC Z-oo l Signature of Notary -State o Floes Date MARTHA Y. HALL Notary Public, State of Florida Contractor/Agent is-k-PersonallyKnownntn���Y,NFe�m, exp. Feb. 1, 2008 Produced ID r{}, No. DD 258139 Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) %-1 '2- 10o anD,;oLj) CITY OF SANFORD PERMIT APPLICATION Permit # : 3 Date: O Job Address: E) H K n2 a - Description of Work: CT Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS � Addition/Alteration Change of Service Temporary Pole ._Lim_ a 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: l...l r 1C' Phone- P1 b �� Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone:.. Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoningr- WAMING-TO::OWNER>;YGUR,,FAILUR—E-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 ofthis permit, there maybe additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida n Law, FS 713. Signature of Owner/Agent Date ��a�)07 of Contractor/Aaefi� Date Print Owner/Agent's Name Contract r/Agennts Nam Signature of Notary -State of Florida Date.. Signature of Notary -State of Florida Date Nctarp Public State of Florida ;Owner/Agent is Personally Known to Me or Contractor/Agent is xersonal y Knot itw&us Produced ID .. Produced.ID 1 , f Ommission OD437139 of rti'sRPntrs 009 APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: COUNTY,OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75132 DATE: BUILDING PERMIT NUj,8ER: U_ (CT COUNTY NUMBER: UNIT ADDRESS:e_ TRAFFIC ZONE: JURISDICTI'N- 06 CITY OF SANFORD SEC: �_J_ TWP---ft— RNG: PARCEL: SUBDIVISION: TRACT: 13U PLAT BOOK: _(�PLAT PLAT PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NMMZ: ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit t 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 t 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE STATEMENT RECEIVED BY: Ad_Ncn_ "N-01 SIGNATURE: NA M (PLEASE PRINT NAM ') DATE -. (A l 510 (,o NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY' FOR THE FEE. **** t 2,143.00 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******************** CITY OF SANFORD PERMIT APPLICATION Permit # : 0 ""10 riL-� Date: b I )CAY Job Address: J` 1 `t /1l� 1�L/l-/�1����%�� Description of Work: FrP t ronrret p R1 drk SFR Total Square Footage Historic District: No Zoning: Value of Work: S �aa o`�'�• 00 n Permit Type: Building X Electrical X Mechanical _ X Plumbing X Fire Sprinkler/Alarm Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential _ X Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential X Commercial Industrial Construction Type: 5, ti� of Stories: �— # of Dwelling Units: Flood Zone: (FEMA form required) Owners Name&Address: Tousa Homes dba Engle Homes, Orland 11315 Corporate Blvd #250, Orlando B2817 Phone: (407.) 24Y--ihUtl Contractor Name & Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone&Fax: 407-249-35001407-911-_ -CoitA?P§17: Valerie/Ke Phone: 407-249-3500 Bonding Company: N/A Address: Mortgage Lender: N/A Address: Architect/Engineer: Residential Design Servi oes _ _ Phone: 407-246-1 n80 Address: 3301Bartlett Blvd , Orlando 32811 Fax: 407-2460=0094 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A; ,, OP.:EY BE: OP P—ECORD IG 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 require ens of F rida n La , FS 713. 8�1 9C Signature of Owner/Agent Date SigWature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Irroduced ID APPROVALS: ZONING: S \V Q1- k�'d'4 UTIL: Special Conditions: Date FD: Wiliam Colby Franks Print Contractor/Agent's Name v , //oY /_ Signature of Notary -State of Florida Uate tiPA.Y. ,, Valerie L Furrer '.= MYCOMM19SION# DD205915 EXPIRES •• :a May 25, 2007 BONDED THRU TROY FAIN INSURANCE INC Contractor/Agent is _X_ Personally Known to Me or Produced ID i ENG: BLDG: Rev03/2006 �a1 - 1j1 4tar 5�.yy� Sues S� 3IV � 1 f1, , , t � � 7zos.sa CCL IBI A DIVISION OF INC /B/ GROUP V1q CCL/IBI CONSUL TAI ENGINEERS NTS, INC. AUTHORIZATION # CCL SURVEYORS PLANNERS 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER WWW IBI CCL-POMPANO.COM WWW.CCI-ORLANDO.COM A DIVISION OF THE IBI CROUP ENGLE KAY' S LANDING PHASE 2 NATIONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER BEARING BEAR/NC BASED ON THE WEST LINE OF 174E PANEL NUMBER 12117CO040£ NORTHEAST 1/4 OF S£C17ON 34, TOWNSHIP 19 MAP REVISION OS/f711995 SOUTH, RANGE 30 EAST, SEM/NOL£ COUNTY FLOR/L FLOOD ZONE X BEING S 00-14*40' E, AN ASSUMED MERIDIAN. L E G E N D: R= RADIUS L= ARC DISTANCE c= CENTRAL ANGLE 0 INDICATES 5/8" IRON ROD SET WITH NL L.B. SLID CAP (IRC) UNLESS OTHERWIS L.B. = LICENSED A/C = AIR CONDITIONER SLAB — CENTERLINE BUSINESS N&D = SET NAIL AND DISC L.B. 5610 L.M.E. LAKE MAINTENANCE EASEMENT PC = POINT OF CURVATURE PI =POINTY Ot° IN -OM OUND CURVATURE U.E. =UTILITY EASEMENT PRC = POINT OF REVERSE CURVATURE F.F. FINISH FLOOR CAN. CABLE TV FHYD. = FIRE HYDRANT W.M. = WATER METER L.P. -TIGHT POLE ELEC. ELECTRIC SERVICE W.V. = WATER VALVE PT = PfIINT nc Teurc,ary !11)[1Ihlr PROPOSED n r.471 t Z+,v9 - 55'ifr " . 25' R=275.00 ~' L=11.76 LOT 737 a / A--2'27'00" C I QQ*A 7'1 Gn arc LOCATION SKETCH (NOT TO SCALE) -u14 - SCALE: 1" = 30' eEMMIT 07- -it® I =1 F35.57 132.95' \ 4 n — I — C? 5' D.E. o o N O 45.00' `—_- ------- �83�=- Ns, Lor 139 o � 0 �t i7 OMODEL: \ c, BIRCHWOOD /I/" C)35.8 4 2 ELEVA77ON "I" 3 C o- 00' (50.00' 46.33) NA ��' - - x _-�-A o 2, 029tsq. ft. O � 9q ��' F. I+ F.£L. 35.65 >, LOTS 736 LOT 148 0 0 0� 0 0 0 �L — —\ 5' O.E. — — — 25 33.8 Cl: N t 89*47'18" W 152.68 \ d=12'40' 31 " 35.2 35.4 \ R=275.00' L 0 T 135 \ L=60.84' CHORD BEARING=S08'34'34"E CHORD=60.71 AREA _ TAB_UL_A77ON : - - = LOT 8,637tSO.FT. \ NOTE: LEGAL DESCRIPTION.BUILDING WILL BE STAKED AS SHOWN Lot 136, Kays Landing, Phase 2, according to the Plot thereof, as recorded in Plot Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. Q0 NOTFS.• (SKETCH AND LECAL ONLY, NOT A SURVEY) rr� 1. UNLESS IT BEARS THE SIGNATURE AND 774E ORIGINAL RAISED 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS DRABY CCL CONSULTANTS INC. FOR EASEMENTS AND �-- WiNC, SKETCH, PLAT OR MAP IS FOR /NFORMAAONAL RIGHTS -OF -WAY OF RECORD, PURPOSES ONLY AND IS NOT VALID. ADD1770AIS OR DELE77ONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING 3. DATA SHOWN HEREON ,WAS COMPILED FROM OTHER � PARTY OR PAR77£S IS PROHIBITED WITHOUT WRITTEN INS7RUMENPI, AND,, L10ES NOT"'CONS77lUT£ A FIELD SURVEY w CONSENT OF 774E SIGNING PARTY OR PARTIES. AS SUCH: O REVISIONS: DATE: BY: a z PLOT PLAN 8/17/06 JAM PLOT PLAN # 2 2/15/07 JAM A W HE 82R P.L.S. PROFESSIONAL, SURVEYOR, end MAPPa R #4907 STATE OF FLORIDA DATE OF SKETCH DRAWN CHECKED FIELD 2/15/07 BY JAM, RW ey, H BOOK N/A b' PHA; 6 E Z. Cti3 U.N , o Nl-^( U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance' Program me ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8.. SECTION A - PROPERTY INFORMATION A2 Building /in Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P:O. Route and Box No 4AJ5 LAND{NG VgA,�E OMB.. No. 1660-0008 Expires February 28, 2009 City StateF L ZIP Code 54N Fla1�l� 3 2.�-i-1 A3 Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc. �.oT 13(d Kp.YS �l�.r.IDI/.lG�, PH�1SF .. I�LA_f EoOK 6� Pf��lw d -r1d A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) 'RE S I D E t-4 T ) P�L -- - - A5,-Latitudell.ongitude:-Lat. Long.; Horizontal Dafum:-[]-N-A69927-._- NAD 19t33 As. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number_(_ A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space ore riclosurew 0 sq ft a) Square footage of attached garage 3,! ?o 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 n sq in c) Total net area of flood openings in A9.b sq in SECTION B -FLOOD INSURANCE RATE MAP (FIRM) INFORMATION G17Y ol= y Number B2. County Name ZOZ V)+ S F_M►t toL_-f_. F'L t34. Map/Panel Number B5. Suffix L6. FIRM Index B7. FIRM Panel 68. Flood B9. Base Flood Elevations) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 69. FIS Profile FIRM Community De in Other (Describe) �`( p LATTI N J2V p B11. Indicate elevation datum used for BFE in Item B9: M NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes No Designation Date CBRS OPA SECTION C -BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings" ❑ Building Under Construction` ❑ Finished Construction `A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized Vertical Datum G �/ l Z. PsS S J M 1^ Conversion/Comments N C1 N, Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor) 3 5 .kLl feet ❑meters (Puerto Rico only) b) Top of the next higher floor N _❑ feet Elmeters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) N R ._� feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) 34 R �eet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building N A ._� feet meters (Puerto Rico only) (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) lU )A ._❑ feet [] meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) N A Q feet F1 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 License Number DAV ID AA,2�►.10 PSt.� 56 Title Company Name _ nncgR_ 15UNvF; �1. q%S7C,GI. Address City State ZIP Code _ 2.�ta3 L►- D o-rtt t�cvy�(� l��rfi�,a�1A FL 32�-5 � Uate 9' 17C I . TelephoneA-o�Zj 2-0fl �ra0 - FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all.previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (Including Apt., Unit, Suite, a d/or Bldg. No.) or P.O. Route and Box No. kax e3 5t4- K�`!5 LOrsDtNG pf�.. city state ZIP Code '10110sl y ia4�C J� h"ii�ieY '� 5 rJFof P,.b FL 32-� SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/oompany, and (3) building owner. Comments HE A r Pclhn P S l_AS E LF V AI"/0 IJ Signature to SECTIOW-E.,SWC1�NG ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information. for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ 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 SectiqrLA Items 8 and/or 9 (see We 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is _ ❑ feet LJ meters ❑ above or below the HAG. E3. Attached garage (top of slab) is feet Q 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 her. 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) andsign below. Check the measurement used in Items G8. and G9. G1. F1 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 El meters (PR) Datum G9. BFE or (in Zone k0)`depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Offlciai's iJame Title Community Name- Telephone Signature Y Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Seminole County Property Appraiser Get Information by Parcel Number Page I of 1 1u1 i lilt 1Qj � 1�iZ• '. ' In DAvio JOHNSoN, CFA. ASA 1J1 14 PROPERTY 1 1: APPRAISER SEMINGLE COUNTY FL. � Ida 1 101 E. FIRST ST3 ,4Ftab sANFoRD, FL 32771-146a 407.665-7506 I TRACT t. a3 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 34-19-30-520-0000-1360 Number of Buildings: 0 Owner: LO LAND ASSETS LP Depreciated Bldg Value: $0 Own/Addr: LTO LLC KAYS SPRINGS Depreciated EXFT Value: $0 Mailing Address: 220 MAIN ST STE 1150 Land Value (Market): $62,000 City,State,ZipCode: IRVING CA 92614 Land Value Ag: $0 Property Address: 514 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 2005 VALUE SUMMARY SALES 2005 Tax Bill Amount: Deed Date Book Page Amount Vac/Imp Qualified 2005 Taxable Value: Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontae DeLand Unit Land gpth PLATS: Pick... Method Units Price Value LOT 136 KAYS LANDING PHASE 2 PB 69 LOT 0 0 1.000 62,000.00 $62,000 PGS 44 - 44 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?parcel=34193052000001360... 8/31/2006 FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Birchw od; 681 Builder: ENGLE HOM S Address: Permitting Office: SAtJFOr�� City, State: 3 q Permit Number: of - I % O Owner: Jurisdiction Number: (p C+ 15 DO Climate Zone: Cen ral 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 reqd. 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 -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 ft' _ 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 Cap: 58.0 kBtu/hr _ SEER:13.00 _ b. N/A _ c. N/A 13. Heating sys sF I C FE-2 a. Electric Heat - 58.0 kBtu/hr _ HSPF:7.70 _ b. N/A c. N/A 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons _ EF: 0.90 _ b. N/A c. Conservation credits (HR-Heat recovery, Solar j� DHP-Dedicated heat pump) 4}e KS REVIEWED 15. HVAC credits ����®�� (CF-Ceiling fan, CV -Cross ven4atlignU Off 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. -..... .... � PREPARED B '.tr"U�_ DATE: I hereby certify that thi building, as designed, is in compliance with the Flo ' Ener Code. OWNER/AGENT: DATE: c t 1 Predominant glass type. For actual glass type and areas, see Summer & 1 ' Review of the plans and I specifications covered by this �o4zxESTgr�o calculation indicates compliance with the Florida Energy Code.' ° A Before construction is completed nl'I this building will be inspected for compliance with Section 553.908 rl 5S 4 Florida Statutes. CDD Wr' BUILDING OFFICIAL: DATE: vinter Glass output on pages 2&4. EnergyGaugeV (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 Ornt Len Hgt Area X SPM X SOF = Points .18 2681.0 25.78 12440.9 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 21586.91 WALL TYPES Area X BSPM = Points I 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: 54.0 201.6 As -Built Total: 54.0 201.6 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 1747.0 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 1 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 EnergyGaugeTm 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 Ornt Len Hgt Area X WPM X WOF = Point .18 2681.0 5.86 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 1118A EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 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.E EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 22498 5126 9840 37463 1 19558 7076 10059 36692 PASS __________] EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/RaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge@ 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:,, , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded bv all residences COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa.& pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 MG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 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. 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2681 ft2 7. Glass type I and area: (Label reqd. by 13-104.4.5 _ if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a. (Sngle Default) 433.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 433.0 ft' _ 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 lnsul, 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 _ 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 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 *NOTE. The home's estimated energy performance score is only available through the FLAIRES. computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar° designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type, For actual glass type and areas, see Summer & Winter Glass output on pa es 2&4. EnergyGauge® (Version: FLRCM v4.0) PROJECT SUMMARY 0 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 •Information - For: ENGLE HOMES Notes: -;Design Information Weather: Orlando —AP, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary 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 Fie Co 26nA Area (ft2) 26A Volume (ft3) 26339 26339 Air changes/hour 0.70 0.40 Equiv. AVF (cfm) 307 176 Heating Equipment Summary Make LENNOX Trade Model Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 7.7 HSPF 0 Btuh @ 47°F 0 OF 2000 cfm 0.042 cfm/Btuh 0.40 in H2O Summer Design Conditions Outside db 93 OF Inside db 75 °F Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 41142 Btuh Ventilation 1485 Btuh Design temperature swing 3.0 OF Use mfg. data y 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 51857 Btuh Req. total capacity at 0.80 SHR 4.4 ton 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 Airflow factor 0.049 cfm/Btuh Static pressure 0.40 in H2O Load sensible heat ratio 82 % Boldiitalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrighltsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 ACCK E:\Files\ENGLE2002\Birchwood2681\Birchwood2681.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D F 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 T 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 x 43 gr/lb moist.diff. x 176 cfm = 5178 Btuh rroceaure u - tqulpment Sizing Loaas 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/lb 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 Boldlitalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrjghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 ACCK E:\Files\ENGLE2002\Birchwood2681\Birchwood2681.rsr Page 1 RIGHT-J WORKSHEET r, 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 Entire House LIVING/FOYER DINING LAUN j4MANUAL 2 Length of exposed wall 354.0 ft 45.0 ft 17.0 ft 20.0 ft 3 Room dimensions 20.0 x 13.0 ft 12.0 x 20.0 ft 12.0 x 7.0 ft Ceiings Condit. Option 8.6 ft heat/cool d 9.4 ft heat/cool 9.4 fti heat/cool 9.4 ftheat/cool TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg I Clg (ft') Htg I Clg (ft') Htg I Clg (ft') Htg I Clg (ft') Htg I Clg 5 Gross a 14B 4.6 2.1 1147 '«' '«' 310 "' '«' VA '«. `«' 75 Exposed b 12C 2.9 1.9 1569 '«' `«' 0 '«` `«' 0 '•" 0 ..Its and c 13C 3.2 1.2 357 '«' "" 113 "" '«' 56 "" 113 partitions d 0.0 0.0 0 '«` "" 0 «. 0 %' 'H' 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 '» 0 0 Heating c 9C 38.7 116 4492 '»' 0 0 0 0 0 0 d 0.0 0 0 '• o o'«' o 0 k«+ 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 Windows 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 SEISW 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 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 2.1 903 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 o.o o.o 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 20 511 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 0.0 0.0 0 0 0 0 0 0 0 01 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 less=6+8..+11+12 '«' 43790 "« "»" 7646 '«' `«` 3225 i 244E Less external heating '«' 0 " '«' 0 "" `»' 0 "`" 0 Less transfer '«" 0 '«' '«' 0 '»` ' " 0 0«' Heating redistribution `«` 0 '«' `«` 0 "" '«' 0 '«" '«' 0 14 Duct loss 100/ 4379 '«' 100/ 765 "" 10°/ 323 '«` 100/ 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 5692 1964 147E Less external cooling I 0 0 '« 0 .«. 0 Less 'transfer " 0 0 Cooling redistribution '«' '«' 0 '«' 0 .... -«' 0 0 18 Duct gain 10°/ '«' 3740 10°/ '«` 589 10°/ '»' 196 10°/ 148 19 Total RSH gain=(17+18)`PLF 1.00 "" 41142 1.00 '«' 6481 1.00 ` «,147 2160 1.00 '«' 1626 20 Air required (cfm) "" 2000 2000 `«' 349 315 `«' 105 '«' 112 79 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�gi 1rS.C> rC Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 MCP 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: itn to. 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 ft Iheat/cool 9.4 ft heat/cool 9.4 ft 1heat/cool 9.4 ft 1heat/cool TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg Clg (ft2) Htg Clg (ft') Htg I Clg (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 - - 0 '•" "" 0 - f 0.0 0.0 0 *». .». 0 .». .». 0 .«. .«. 0 .». .«. 6 Windows and a 1C 37.0 '* 5 185 - 19 702 •`•` 16 591 "" 61 2255 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- f 10.0 " 0 0 "'" 0 0 0 0 01 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 14B 4.6 2.1 51 237 106 216 995 445 72 332 148 222 1023 457 exposed to 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 86 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 0.0 0 0 0 0 0 0 0 0 0 0 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 01 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 °/ 69 - 10 °/ 286 "" 10 °/ 477 • 10°/ 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 "*`* *" 1 i30 *"` '* 5657 " 4952 Less external cooling I "" I "" 0 "" "" 0 "'" I "' I 0 µ` Less transfer "`* "" 0 *= `-- 0 0 "` 0 Cooling redistribution "" "" 0 - - 0 - 0 '•'• 0 18 Duct gain 100/ 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 (cfm) `..' 31 15 "" 130 93 - 218 302 - 265 265 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr'gFitso-Ft Right -Suite Residential 5.5,17 RSR26014 2006-Apr-05 13:33:54 AC-_C�'` E:\Files\ENGLE2002\Birchwood2681\Birchwood2681.rsr Page 2 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: /tn to. 1 Name of room BDRM3 UP-LIV BONUS MSTR.BTH 74MANUAL 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 heat/cool 8.0 ftheaticool 8.0 ft heat/cool 8.0 ft 1heat/cool TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg I Clg (ftz) Htg Clg (ft2) Htg I Cig (ft) Htg I Clg (ft') Htg 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 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 15 554 "" 28 1035 '«' 40 1478 '«' 18 665 '«' glass doors b 8C 37.0 0 0 "" 0 0 "" 0 0 "** 0 0 Heating c 9C 38.7 0 0'«' 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 "" 1 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.«. 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 1 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 0 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 0.0 0.0 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 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) fl 0.01 0.0 0 0 0 01 0 01 0 0 0 0 0 0 12 Infiltration a 22.2 7.1 15 333 107 28 622 200 40 888 2861 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 °/ 135 ' "` 10 °/ 282 '«' 10 °/ 383 `«` 100/ 201 15 Total loss = 13+14 "« 1484 '«' - 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 ""` I "" 0 - `«. 0 Less transfer ""' 0 * 0 0 0 Cooling redistribution "" '«' 0 .«` '." 0 "« .«" 0 '«" "«' 0 18 Duct gain 10°/ '*" 89 100/ "" 361 10°/ `«* 447 10°/ `«` 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. wrtghtsOft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 ACCA E:\Files\ENGLE2002\Birchwood2681\Birchwood2681.rsr Page 3 RIGHT-J WORKSHEET 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job: BIRCHWOOD 2681 (East) 08.14.03rvsd J: t1h to. 1 Name of room MSTR.BR BDRM2 BATH3 j4MANUAL 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 ftj heat/cool 8.0 ftj heat/cool 8.0 ftheat/cool TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area EXPOSURE NO. Htg Clg (ft') Htg I CIg (ft') Htg I Clg (ft') Htg I Clg Htg Clg 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 0.0 0 .... .... 0 .». - 0 ,.,. .... .... .». 6 Windows 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- •»' 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 •»' SE/SW 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 1.1 1 A 375 396 520 169 178 234 78 82 108 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 0.01 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 4 891 29 13 Subtotal loss=6+8..+11+12 i "" 3016 "" '»' 2890 - "" 446 '•» »'" "` Less external heating "" 0 ' »' '»' 0 *»' '»' 0 '»• *»• **** Less transfer '»' 0 '»• '»' 0 ""' "" 0 "" `»' •»* Heating redistribution - 0 "" `»' 0 '»' `»' 0 •• • '»^ *••• 14 Duct loss 100/ 302 "" 10°/ 289 '•" 10% 45 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 + '»' I •»' 0 "" "" 0I "" 0 "" •"' Less transfer 0 " 0' 0 Cooling redistribution '• ' 0 "•' •"` 0 "" »' 0 "`• ••" 18 Duct gain 10°/ 234 10% - 181 10°/ 34 19 Total RSH gain=(17+18)*PLF 1.00 "•' 2570 1.00 '••' 1995 1.00 374 "•` 20 Air required (cfm) "" 138 125 '»• 132 97 •»' 20 18 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. A&kwrlght50'tft Richt-Suite Residential 5.5.17 RSR26014 2006-Apr-05 13,33,54 E:\Files\ENGLE200$\Birchwood2681\Birchwood2681.rsr Pave 4 Duct System Summary Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: BIRCHWOOD 2681 (East) 0 08.14.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 .38 Projectlnformation ® $ ° f For: ENGLE HOMES Heating Cooling External static pressure 0.40 in H2O 0.40 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.34 in H2O 0.34 in H2O Supply / return available pressure 0.17 / 0.17 in H2O 0.17 / 0.17 in H2O Lowest friction rate 0.540 in/100ft 0.540 in/100ft Actual air flow 2000 cfm 2000 cfm Total effective length (TEL) 63 ft Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Matl 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 IT 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 Ox0 VIFx 32.0 0.0 BDRM3 h 1484 62 47 0.618 5 Ox0 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 ^v VIFx Q.0 0.0 1 BDRM2 h 3179 132 97 0.540 6 Ox 0 VIFx 63.0 0.0 2 BATH3 h 490 20 18 0.576 4 Ox0 VIFx 59.0 0.0 2 �Triin'kDetail'-',,Table Trunk Htg Cig Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FR (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 1 3 I Peak AVF I 274 I 187 1.063 620 9 I 0 x 0 VinlFlx wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:26 ACa E:\Files\ENGLE2002\Birchwood2681\Birchwood2681.rsr Page 1 AL DUCT TREE DIAGRAM Entire House r 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 Project• • For: ENGLE HOMES HEFffMg ComwN fRa External &Wi=IRersuEe: 0.40 in H2O 0.40 in H2O Pressure low: 0.06 in H2O 0.06 in H2O Available &kfir*Fmm1 m: 0.34 in H2O 0.34 in H2O 6dpW/Refarn available pressure 0.17 / 0.17 in H2O 0.17 / 0.17 in H2O hatwattWcRion rate 0.540 in/100ft 0.540 in/100ft Actual air flow 2000 cfm 2000 cfm Total E fectme lber ih(TEE*): 63 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM BONUS —239. 1 825. MSTR.BTH —106. MSTR.BR —124. BDRM3 —47. 2 355. — UP-LIV —192. BDRM2 —96. BATH3 —18. LAUN —79. 3 187. BATH2 —15. BDRM4 —92. LIVING/FOY —315. < —NO TRUNK DINING —105. < —NO TRUNK FAMILY —302. < —NO TRUNK NOOK/KITCH —264. < —NO TRUNK RETURN TRUNKS AND BRANCHES wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:26 /fC(x E:\Files\ENGLE2002\Birchwood2681\3irchwood2681.rsr Page 1 RIGHT-J WINDOW DATA 9; 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 W S D W G L S S 0 N A S 0 O W C W S N K I A L 0 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 0 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 wrighrtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 ACa E:\Files\ENGLE2002\Birchwood2681\Birchwood2681.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 3.0 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 ,4i wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Apr-05 13:33:54 ACC,�, E:\Files\ENGLE2002\Birchwood2681\Birchwood2681.rsr Page 2 clikA L-_ 1.9x'.S plri•. SECOND FLOOR ELECTRICAL PLAN "' � � �. 11 r Ni 9, LDOlIG_BGOI EG7E8 lz a O .K\ N p K-� o 11Z ` to O N � K-, Q Is k — tc� s O g U, cn z - {>>-E 0 -- c� > C o Of alp; 0 In :. ! r-- rni i ii r°..re AREA CALCULATIONS w 1ST. R UVNG I602 g i IMP. FL, UVNO 1279 SF �'' (I TOTAL UNNO 2691 5F L.iJ GARAGE 416 Y Q COVERED ENTRY 27 SF Q 3124 SF -, Q FIRST FLOOR ELECTRICAL PLAN 3 Z _ 0 i I N m W .. j z > o 0 w a z 3 a W -1 m d J CHID 0 City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 PLAN REVIEW RESPONSE Date: October 12, 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: 514 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. -1- POWER OF ATTORNEY Date: I hereby name and appoint Valerie Furrer / KeKalani Vazquez of Engle Homes Orlando to be my lawful attorney in fact to act for me and apply to the Orange County Building Department for a Residential Building permit for work to be performed at a location described as: Section 34, Township 19, Range 30, Lot /34,Block Subdivision: Kay's Landing Phase 2 Address of Job: Owner of Property and Address : Engle Homes Orlando 11301 Corporate Blvd. #303 Orlando, FL 32817 And to sign my name and do all things necessary to this appointment. William Colby Franks Type or Print game of Certified Contractor S16ature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this a9 `*� day of I I au, 2 OV P, by William Colby Franks, who personally appeared before me an acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. Personally Known Produced Identification Type f de 'cation Signatu otary Public, State of Florida Kimberly Kaminer Print or Type Name of Notary Public (Seal) =O�p,RY pG�i N * Comber1Y Kammer oF OQ Expiremission M8 # DD425691 Son aedTroyFan.,� 4, 2009 aurenca, Ind ooa�i9819 CCL CCL/IBI CONSULTANTS, INC. CCL AUTHORIZATION �LB5610 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 DIgsIGW of IMF /B/ GR01/P WWW CCL-PoMPANO.COM WWW.CCI-ORLANDO.COM A D/VISIDM OF THE IN GROUP ENGLEKAY' S LANDING PHASE 2 NA77ONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 PANEL NUMBER 12117CO040E NORTHEAST 1/4 OF SECT70N 34, TOWNSHIP 19 MAP RENSION 0511711995 SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLOR/L FLOOD ZONE X BEING S 00'14'40" E, AN ASSUMED MERIDIAN. L B C B N.D e R- RADIUS L- ARC DISTANCE O INDICATES 5(8" IRON ROD SET WITH NUMBER L.B. 5610 C P IRC , UNLESS OTHERWISE NOTED A/CCENAIR CONDITIONER SLAB CEDRARNAGE NBD =SETNNAIIL&ANID DISC L.B. 5610 PCC .E. EASEMENT L.M.E. a LAKE MAINTENANCE EASEMENT U.E. = POINTDOFCCOMPOUND CURVATURE PI = POINT OF INTERSECTION ..� UTILITY EASEMENT F.F. FINISH FLOOR PRC = POINT OF REVERSE CURVATURE CATV. - CABLE TV FHYD. a FIRE HYDRANT L.P, a LIGHT POLE W.M. = WATER METER ELEC. ELECTRIC SERVICE W.V. WATER VALVE PT = POINT OF TANGENCY CM = PROPOSED ELEVATION LOCATION SKETCH (NOT TO SCALE) SCAL& I" = 3o' I 25' I x I � Y s d=-12'40'31 L-176 R=275.00' �/ A-z'27fioo L=60.84' 33.6F34.8'1 35.5 N 89'47'18" W 132.95' —J�- o 0 5' D.E. Vl �J ------ 0 21.77 0-------5`��`-- tf. i.vT O I \ N O p iAI Ct 6.67 18.50 5� \ 0 35.8 O \ ►�I o A40DEL: 'BIRCHWOOD 111" = I a Z : Of EL£VA 770N "1 " i I "'! n (50. 00' x 46.3J ) y 3.00' 2, 029tsq. /1. Q �' Z c c, F.F. EL. 35.65 -1 e 1 V, �5,70: _ 67'2 10 0 D 45, 00' N 89*4718 W t 152.68 25' 33.8 35.2 35.4 \ \ I 07 OF SANF®R® I \ LOT AREA- ABULA 170M 02mv 10% =T8,637 SOFT. Flo NOTE: LEGAL DESCRIPTION.• BUILDING WILL BE STAKED AS SHOWN Lot 136, Kays Landing, Phase 2, according to the Plat thereof, as recorded in Plot Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. Q0 NOTES.-. (SKETCH AND LEGAL ONLY, NOT A SURVEY) LQ 1. UNLESS IT BEARS 774E SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SHOWN HEREON !Y_R£.NOT ABS7RACT£0 �— SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY CCL CONSUL TANTS- wc. F&e EASEMENTS AND �— DRAWINC, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RIGHTS -OF -WAY 6,;- `RE'CORD - PURPOSES ONLY AND /S NOT VALlO. ADOIDONS OR DELEI)ONS J. DATA SHOWN N.EREON WAS /iE0 FROM OTHER U TO SURVEY MAPS OR REPORTS BY OTHER THAN IHf SIGNING /NS7RU-QENTS AND D N(i.T.CON l77✓7F A FIELD SURVEY W PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THEAS SUCH. SIGNING PARTY OR PARTIES. it 6 a. z REVISIONS: DATE: BY: PLOT PLAN 8/17/06 JAM L DAVID � - ,yJN:�, P.S.M OFESSIONAL "Su . & 9a8 kMAPPER #5670 STATE OF FLORIDA DATE OF SKETCH: I DRAWN CHECKED FIELD 8/17/06 BY JAM BY DM BOOK N/A 1 II1I 11111 II 111111111111111 III 11 ill 11 ill 11111 it 1111t III I IIiI Permit Number ®1 — . M O Parcel identification Number Prepared by: Valerie Furrer / Kekalani Vazquez Return to: Engle Homes Orlando 11315 Corporate Blvd ste 250 Orlando,F1 32817 NOTICE OF COMMENCEMENT State of FLORIDA County of SEMINOLE I~1ARVIN*- I>IORLol_! GLEitk OF CIRWIT GCURT SGMINOIJ:- UJUNTY W 0(', 8M Pil (11191 Qpy) CLERK' S # 2006138695 RECORUI D 08/88/406 02:58;31j PM 13W)RUING FEES 10.00 WWRUCU BY T Make CFR""FIED COPY MARYANNF_ MORSE CLERK OF CIRCUIT COURT SEMINO�LEE COUNTY, FLORIDA BY %r)101— `1l�•i DEPUTY CLERK The undersigned hereby gives notice that Improvement(s) will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property (legal- description of the property, and street address if available) Kay's Landing Phase 2, Sec-34, Twsp-19, Rge-30, PB-69, Pages-43-44, Lot # 2. General d�cr(ption of tmprovement(s) 3. 4. Single Family Residence Owner Information Name Engle Homes/Orlando Inc. Telephone Number 407-2811-4480 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 Telephone Number 407-281-4480 Fax Number 407-281-7766 Telephone Number Fax Number Amount of bond $_ Telephone Number Fax Number N/A 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/Olrando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd #250 Fax Number 407-281-7766 Orlando,Fl 32817 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713.13(1)(b), Florida Statutes: Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date Is one year from the date of recording unless a different date is specified): 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." W" I uo-t-n 5 1 by rra,JKS Sworn to and subscribed before me this ^day of , 20 D by William Colby Franks who is X personally known to me OR produced as identification. � C� s,o Signature of Notary (notarial seal to appear below) Valerie L Furrer 4P;jY. P(q i. MY COMMICSION # DD205915 EXPIRES •. : *_ May 25, 2007 Form Revised: 12/00for 19_to20_ ,9,F••.•,<eJ BOND' DT.HRUTROYFAIN INSURANCE INC OFF„ 0 I 0 0 1 1 50-0-0 68 10-0-0 12-4-0 27-8-0 _ �-O-Qe sT5-4-0 J-0-Q 3-4-0 , sTe sr- sj 11 nri f'\AI AI MAV 10-0-0 _6%V% � 20-8-0 19-4-0 *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 OCC! IRING 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 FLUOR IS BEING USED TO TRANSFER LOADS FROM A BEARING WALL ABOVE TO A BEARING WALL BELOW. 6 F EAST COAST LUMBER n TRUSS DIVISION 00 CUSTOMER: ENGLE HOMES JOB NAME: BIRCHWOOD DATE: 4-13-99 REVISED: 1 -30-06 PAGE 1 OF 3 Q GARAGE LEFT BWD 13CBFLL :2 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 2DD4. ALL OTHER BUILDING CODE DESIGN REQUIREMENTS ARE BY OTHERS. 2255 AVOCADO AVE, MELB., FL. 32935 ® OFFICE: (321)254-1581 FAX:. (321) 254-1582 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-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 APPROVE S THEM IN ADVANCE. HELD BACK 1" TYP I CAL S„ DESIGN BY: A'-"j ACAD BY: KSM DESIGN CRITERIA -- COUNTY: - CODE: FBC-ASCE 7 LOADING: 5513sf MWF SPEED: 120 M.P.H. SCALE: 1/8" = V-0` EXPOSURE. CATEGORY = B MEAN HEIGHT. 15-0' IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLO'TC TRUSS SPACING 24" O.C. EXCEPT AS NOTED GRAVITY LOADS POOR ROOF TC LIVE: 40psf TC UVE: 20psf TC DEAD: 10psf TC DEAD: 15psf BC UVE: 00psf BC LIVE: 00psf BC DEAD: 05psf BC DEAL: 05psf DUR FACTOR,: 1.00 DUP, FACTOR: 1.25 �I ADDITIONAL LOADS PER, FBC & FRC NON —CONCURRENT BC LL 10psf j FBC TABLE 16071.27 FRC TABLE R301:4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1507.1.27 FRC TABLE R301.4 (NOTE B,G,H) NON —CONCURRENT BC MOMNG LL 200� FEC TABLE 1E07.1.31 DEFINITIONS MNF = MAIN N9NO FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = UVE LOAD psf LOAD SQUARE FOOT = POUND cr f m CJl o CA co CJ5 EJ7 0 CI cu 50-0-0 10-0-0 13-0-0 27-0-0 10-0-0 20-8-0 6-4-0 13-0-0 50-0-0 0 0 Lo 0 f BIRCHWOOD 3—CAR/ FLEX SPACE ELEVATION 1 LOWER ROOF 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 GARAGE LEFT BWD13CBLRL 10 M x fps Q IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 6IG15S-31.003 (3) (c), EAST COAST LUMBER IS THE "TRUSS DESIGN ENGINEER". TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. ALL OTHER BUILDING CODE DESIGN .REQUIREMENTS ARE BY OTHERS. 2255 AVOCADO AVE. MELB., FL. 32935 ® OFFICE: (321)254-1581 FAX: (321) 254-1582 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE 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- ,= 6,: DESIGN BY: ACJ ACL,D BY: K! SM, COUNTY: — CODE: FB —ASCE 7 LOADING: TILE MAF SPEED: 120 M.P.H. SCALE: 1/8° = 1'—O' EXPOSURE CATEGORY = B MEAN HEIGHT: 15'-0" IMPORTANCE FACTOR = I BUILDING TYPE: = ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADIS FLOOR ROOF TC UW: 40psf TC LIVE: 20psf TC DEAD: IOpsf TC DEAD: 15psf BC UV`: 00psf BC LIVE: 00psf BC DEAD: 05psf BC DEAD: 05psf DUP. FACTOR: 1.00 DUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FP,C 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 P,301.4 (NOTE B,G,H) NON—CCNCURRENT BC MOVING L 200-, FBC TABLE 1607.1.3i DEFINITIONS MVF = MAIN VWIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL =DEAD LOAD Ps:` = POUNDS PEP, SQUARE FOOT $ _POUNDS 'Pei). a Number. 01 31 V Lot Number: � 30' Miscellaneous: --� Address: The information in this box is for administrative purposes only and is not part of the eggh Truss Fabricator:EAST COAST LUMBER- PLANT #1 review. Job Reference: BW D 1 3CBFL - ENGLE/BWD13CBFL/M#3813/FLOORII ROBBINS ITP.O. Box280055 Engineering Index Sheet ampa, FL 33682-0055 ENGINEERING, INC. Phone:(813)972-1135 Index Page 1of1 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 responslbilty 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 1 102/07/061 FG2 5 02/07/06 FTS 9 02/07/06 FT10 Date Mark 2 02/07/06 FG3 6 102/07/061 FT6 10 02/07/06 FT11 Date Mark 3 102/07/061 FG4 7 102/07/06J7FTS 11 102/07/061 FT12 Date Mark 4 102/07/061 FG14 8 02/07/06 FT9 12 02/07/06 FT13 PL&MS REVIEWED CaTj ®f SANT®R® m fir. N;4 Index Page 1 of 1 I Standard Loadin T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory- B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special lodin ag conditions. Truss Design Engineer: Philip J. O'Regan License #: 58126 Address: P.O. Box 280055, Tampa, FL 33682 �.•� ENS+`ON • 't 64101" .. 60*", NAL le Date Sealed: 2/7/2006 L it 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:BWD13CBLR - ENGLE/BWD13CBLR/M#3813 BOBBINS I P.O. Box a, FL3 55 68 Engineering Index Sheet Tampa, FL 33682-0055 ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06020573 02/08/2006 9 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 T9uss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responslbilty 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 1 102/08/061 H11 5 102/08/061 GE1 9 102/08/061 G1D Date Mark Date Mark Date Mark 2 102/08/061 H11A 1 1 3 102/08/061 GE3 1 1 4 02/08/0 M3A 6 102/08/06 M1A 7 102/08/061 M1C 1 1 8 02/08/06 H1B t ; fit: I E 1J ��)r►} Index Page 1 of 1 Standard Loadina: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Philip J. O'Regan License #: 58126 Address: P.O. Box 280055, Tampa, FL 33682 41J. 4k, % NO. 50128 ♦ » '• ��Jfilu 5!ON AL 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:BWD13CBUR - ENGLE/BWD13CBUR/M#3813 ROBBINS P.O. Box280055 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 T06020562 02/08/2006 40 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 T9uss 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 Robins 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 102108/061 H4D 9 02/08/06 1-15A 13 102/08/061 H5E 17 02/08/06 1 S613 21 02/08/06 1-18 25 02/08/06 1-18D 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 H4E 10 102/OS/O6 H5B 14 j 02/08/06 GSF 18 02/08/06 S6C 22 02/08/06 TSA 26 02/08/06 149 30 02/08/06 MV4 34 02/08/O6 HJ7 38 102/08/061 CJS Date Mark 3 02/08/06 H4B 7 02/08/06 T4F 11 02/08/06 H5C 15 02/08/06 56 19 02/08/06 G6D 23 02/08/06 T88 27 02/08/06 MGES 31 02/08/06 MV2 35 02/08/06 HJ3 39 102/OS/O6 CJ3 Date Mark 1 4 102/08/061 H4C 8 02/08/06 F HS 12 102/08/061 H5D 16 102/08/061 S6A 20 102/08/061 H10 24 102/08/061 T8C 28 02/08/06 MGE7 32 j 02/08/06 V8 36 102/08/O6 EJ7 40 1 02/08/O6 CJ1 Standard Loadina: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 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 EN .�. �o,$2tt1 �AA OATS OF 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 P.O. Box280055 Tampa, FL 33682-0055 Engineering Index Sheet 'ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1of1 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 Engineering responsibilities for individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibllty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark Date Mark Date Mark Date Mark 1 02/08/061 1 2 102/08/061 T27 1 1 3 102/081061 HJ5A 1 1 4 02/08/06 EJSA 5 02/08/061 1 6 02/08/06 CA Tr ho Ta`o ®? $�O f®R® 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 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 jV . kv S No. S912B � 'y Date Sealed: 2/8/2006 Job �BW9_73CBFL Mark FG2 Quan 1 Type Span P1-H1 FLAT 60100 20400 Left OH Right OH 0 0 Engineering ENGLE/BWDl3CBFL/M#3813 HO 2-4-0 HO 2-4-0 TC 6-1-0 2x4 F 2x4 2x4 A B 2-4-0 1 r7l 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- ----Lumber---- TC 0.36 2x 4 SP-ff2 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 P1us- Jt 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 --------- D -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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt 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 "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online PIusTM © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 1:35:19 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBFL FTS 7 M150 200100 10400 0 0 I 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 lx4 lx4 3x3 3x3 4x4 4x6 E P Q R A C S T U H F 1-4-0 G I 2x3 O N M B D L g J 2x3 4x6 4x4 3x3 3x3 3x3 Sl 3x3 4x4 4x6 20G-RHS-3x10 W:400 Common Diagonal: 1-3-0 HGR R: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 P1us- 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 -S1 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 S1-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 "SCSI-Bl P -Q 0.41 2874 C 0.09 0.32 Plate - LOCK 20 Ga, 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-BEARING 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 PIusT" 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 Engi,reering BWD13CBFL I 1*2P FLAT 140100 20000 0 0 ENGLE/BWDI3CBFL/M#3813 HO 2-0-0 HO 2-0-0 TC 14-1-0 3x6 3x12 2x4 3x6 H S1 I J 6x12 6x12 A B 2-0-0 I D C #4x6 G F S2 E #4x6 �._ 6x10 4x12 #5x10 6x10 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' Robbins Engineering, Inc./Online Plus- *' 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 B- 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. +************** 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-#3 S1-I 0.76 12077 C 0.53 0.23 Rows Nails Screws Bolts EX D -A 2x 6 SP42 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 # 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 # 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 & 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.Oxl2.0 Ctr-0.8 0.94 FORT PIERCE FL. 34946 E LOCK 6.Ox10.0 2.0 Ctr 0.95 2. !!!CAUTION!!! READ 11SCSI-B1 Plus 6 Wind Load Case(s) SUMMARY SHEET" BEFORE Plus 1 UBC LL Load Case(s) # = Plate Monitor used HANDLING , INSTALLING S 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 PIusTM ® 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 ENGLE/BWDl3CBFL/M#3813 RO 1-4-0 - BO 1-4-0 m 0 TC'_ 1-4-8 2-0-0 11-B -- - 6- 6- 0 ... __ _._ _....._ 12- 7- 0 -- - --- -------_.-----._ ....._.__.-- --------------- lx3 lx3 J 3x4 3x3 3x3 3x3 3x3 3x3 3x4 1-4-0 G 2x3 3x4 3x3 3x3 lx4 ix4 - Common Diagonal: 1-3-0 W:400 R: 711 BC 6-6-0 - 12-5-8 ALL PLATES ARE LOCK20 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 Online Plus -- Version 18.0.014--------Bottom Chords--------- RUNDATE: 07-FEB-06 G -0 0.25 0 T 0.00 0.25 0 -N 0.48 1262 T 0.12 0.36 CSI -Size- ----Lumber---- N -S2 0.42 1846 T 0.13 0.29 TC 0.44 4x 2 SP-#2 S2-B 0.63 1846 T 0.30 0.33 BC 0.77 4x 2 SP-#2 B -D 0.77 1846 T 0.30 0.47 WB 0.35 4x 2 SP-#3 D -M 0.77 1846 T 0.30 0.47 M -L 0.57 1254 T 0.12 0.45 Brace truss as follows: L -I 0.31 0 T 0.00 0.31 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 12- 5- 8 G -E 0.13 704 C BC Cont. 0- 0- 0 12- 5- 8 E -0 0.35 892 T 0 -P 0.16 842 C Loading Live Dead (psf) P -N 0.16 412 T TC 40.0 10.0 N -A 0.09 492 C BC 0.0 5.0 B -A 0.05 145 T Total 40.0 15.0 55.0 D -C 0.08 219 T Spacing 24.0" C -M 0.10 532 C Lumber Duration Factor 1.00 M -Q 0.18 469 T Plate Duration Factor 1.00 Q -L 0.16 833 C TC Fb=1.15 Fc=1.10 Ft=1.10 L -H 0.35 890 T BC Fb=1.10 Fc=1.10 Ft=1.10 I -H 0.13 708 C Plus 2 Unbalanced Load Cases LL Defl -0.11" in S2-B L/999 Plus 1 UBC LL Load Case(s) TL Defl -0.14" in S2-B L/999 Plus 1 BC LL Load Case(s) Shear // Grain in P -A 0.27 DL Defl -0.12" at B L/999 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for.each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Jt React Uplft Size Req'd USING GROSS AREA TEST. Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Ga, Gross Area G 712 OG 4- 0 1- 0 Plate - RHS 20 Ga, Gross Area I 713 OG 3- 8 1- 0 Jt Type Plt Size X Y JSI G = Gravity Uplift E LOCK 3.Ox 4.0 0.5 Ctr 0.98 H LOCK 3.Ox 4.0-0.5 Ctr 0.98 Membr CSI P Lbs Axl-CSI-Bnd 0 LOCK 3.Ox 4.0-0.5 Ctr 0.98 ----------Top Chords---------- B LOCK 1.0x 4.0 Ctr 0.5 0.90 E -P 0.43 656 C 0.00 0.43 D LOCK 1.0x 4.0 Ctr 0.5 0.90 P -A 0.44 1549 C 0.01 0.43 L LOCK 3.Ox 4.0 0.5 Ctr 0.98 A -C 0.38 1846 C 0.02 0.36 I LOCK 1.Ox 4.0 Ctr 0.5 0.90 C -S1 0.37 1574 C 0.01 0.36 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 1:35:22 PM Pagel I Lx4 3x3 3x4 W:1x3 R: 712 i Scale: 0.481" = 1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1846 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 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWDI3CBFL FG4 1*2P FLAT 120800 30600 0 0 ENGLE/BWDI3CBFL/M#3813 HO 3-6-0 HO 3-6-0 TC: 12-9-0 #6x10 2x4 #5x6 J3-1 2x4 #6x10 A I S1 G A B 3-6-0 D C #4x6 H E S2 J #4x6 4 x10 2x4 3x6 6x8 W:800 W:400 R:3571 R:5713 U: 365 U: 877 BC ---- 12-8-0 ---- 12-8-0 ---. -. .. .. .....-. ..._..:-.I ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.469" = 1' Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 +++++++++++++++ * 2-Ply Truss +++++++++++++++ CSI -Size- ----Lumber---- TC 0.25 2x 6 SP-#2 BC 0.62 2x 4 SP-#2 WB 0.93 2x 4 SP-#3 EX D -A 2x 6 SP-#2 EX C -B 2x 6 SP-#2 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 # 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 Robbins Engineering, Inc./Onli.ne P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.12 3429 C 0.01 0.11 I -S1 0.06 3429 C 0.01 0.05 SI-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 --------- * -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 TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - REIS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A# LOCK 6.0x10.0 0.5 Ctr 0.74 B LOCK 6.Ox10.0-0.5 Ctr 0.94 H LOCK 4.Ox1O.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: at hoogt vylrG §iaq 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 PlusT" 0 1996-2005 Version 18.0.014 Engineering - Portrait 217/2006 1:35:20 PM Page 1 pattern. (1/2" bolts -OR- SDS3 screws -OR- lOd nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 2 8 21.5 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: 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 5557 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY F.M. HILPERT, P.E.#50477 5285 ST. LUCZE 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 BWD13CBFL FT8 7 M150 170908 10400 0 0 ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 0 HO 1-4-0 TC 0 ID 2-0-0 '.11-0 8- 1- 8 -_.---------- = - 0 lx9 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 B D Sl N M L K 1x4 5x4 3x4 3x3 2x3 3x3 3x6 3x3 3x4 4x4 lx3 Common Diagonal: 1-3-0 HGR W:400 R:1025 R:1004 BC 8-1-8 9-8-0 - - 17-9-8 ALL PLATES ARE LOCK20 Scale: 0.349" = 1' Robbins Engineering, Inc./Online P1us- 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 -0 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 O -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 Sl-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 S1-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 -0 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 Cases) 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 it React Uplft Size Req'd Shear // Grain in O -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 & 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 11SCSI-B1 E -R 0.38 1024 C 0.01 0.37 Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE R -S 0.43 2533 C 0.06 0.37 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING & S -A 0.65 3502 C 0.06 0.59 it 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 PIUSTM © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 1:35:22 PM Page 1 Job ,.BWD13CBFL Mark FT9 Quan 6 Type Span P1-H1 M150 190508 10400 Left OH Right OH 0 0 Engineering ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 HO 1-4-0 TC 11-0_ 2-0-0 11-0 I - 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 F 2x3 W:308 R:1113 BC P O N B D M L 4x6 4x4 3x3 Sl 3x3 3x3 3x3 4x4 20G-RHS-3x10 Common Diagonal: 1-3-0 9-9-8 9-e-0.. 19-5-8 _.... . . EXCEPT AS SHOWN ALL PLATES ARE LOCK20 rr H K J lx4 4x6 lx3 i W:308 R:1099 Scale: 0.320" = 1' Robbins Engineering, Inc./Online Plus- U -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 -Sl 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 Sl-B 0.83 4311 T 0.54 0.29 K LOCK 4.Ox 6.0 Ctr 0.5 0.96 EX Sl-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 -0 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 it 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 Ga, Gross Area HANDLING , INSTALLING & R -S 0.56 3911 C 0.27 0.29 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. S -A 0.71 4473 C 0.11 0.60 it 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 1.0x 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 Engineeri,ig 4BWD13CBFL FT12 1 M100 190408 10400 0 0 ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 m 0 Te ix3 lx4 A 7 P 1-4-0 C 2x3 BC HO 1-4-0 19-3-0_ .. 19- 6- 0 - -- --- lx4 lx4 lx4 lx4 lx4 lx4- lx4 lx4 3x4lx4 lx4 lx4 lx4 lx V W X Y Z AA BB CC S2 DD EE FF GG HH E U T S R Q Sl P O N M L K J I H G lx4 lx4 lx4 lx4 lx4 lx4 3x41x4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 ../ Common Diagonal: 1-2-8 lx3 19-4-5 ._ .. .. ... _-, i 19-4-8 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.08 4x 2 SP-#2 BC 0.23 4x 2 SP-#2 WB 0.02 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 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 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 Sl-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 K -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.22 0 T 0.00 0.22 H -E 0.15 0 T 0.00 0.15 ------------- Webs ------------- C -A 0.01 58 C 0.01 0.00 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 O -BB 0.02 133 C N -CC 0.02 133 C M -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 1.0x 4.0 Ctr-0.5 0.98 CC=S2 0.07 13 C 0.00 0.07 W LOCK l.Ox 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.Ox 4.0 Ctr-0.5 0.9B 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 1.0x 4.0 Ctr-0.5 0.9B 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 1.0x 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 Scale: 0.324" = 1' HH LOCK 1.0x 4.0 Ctr-0.5 0.98 II LOCK 1.Ox 4.0 Ctr-0.5 0.98 D LOCK 1.Ox 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.Ox 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 1.0x 4.0 Ctr 0.5 0.98 O LOCK l.Ox 4.0 Ctr 0.5 0.98 N LOCK 1.Ox 4.0 Ctr 0.5 0.98 M LOCK 1.0x 4.0 Ctr 0.5 0.98 L LOCK 1.0x 4.0 Ctr 0.5 0.98 K LOCK 1.Ox 4.0 Ctr 0.5 0.98 J LOCK 1.Ox 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.Ox 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 11SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online PlUSTM © 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 1:35:26 PM Pagel Job Mark Quan Type Span P1-H1 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 0 F 3x8 A 1-4-0 D #4x6 #3x6 #3x6 #4x6 SPL P Q I #6x8 B G .r ®� L r C #3x6 M L U A u n -1 #5x6 #3x6 3x10 #3x6 #5x8 #5x6 y SPL W:400 W:400 W:400 W:400 R:3551 R:7093 R:2658 R: 836 U: 40 Bc' - - 15-4-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.392" = V Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd # = Plate Monitor used ----------Top Chords---------- onlinePlus -- Version 18.0.014 A -N 0.35 3631 C 0.01 0.34 REFER TO ROBBINS ENG. GENERAL RUN DATE: 07-FEB-06 N -O 0.35 2906 C 0.01 0.34 NOTES AND SYMBOLS SHEET FOR *************** O -R 0.40 2370 T 0.19 0.21 ADDITIONAL SPECIFICATIONS. * 2-Ply Truss * R -F 0.72 2370 T 0.19 0.53 *************** F -P 0.72 2370 T 0.19 0.53 NOTES: P -Q 0.16 1203 C 0.00 0.16 Trusses Manufactured by: CSI -Size- ----Lumber---- Q -I 0.35 1330 C 0.00 0.35 East Coast Lumber TC 0.72 2x 6 SP42 I -B 0.38 574 T 0.03 0.35 Analysis Conforms To: BC 0.56 2x 4 SP42 --------Bottom Chords--------- FBC2004 WB 0.82 2x 4 SP-#3 D -M 0.13 0 T 0.00 0.13 2 COMPLETE TRUSSES REQUIRED. EX D -A 2x 6 SP42 M -L 0.56 3631 T 0.41 0.15 Fasten together in staggered L -G 0.50 2906 T 0.33 0.17 pattern. (1/2" bolts -OR- Brace truss as follows: G -K 0.25 1203 T 0.02 0.23 SDS3 screws -OR- 10d nails O.C. From To K -J 0.23 1330 T 0.15 0.08 as each layer is applied.) TC Cont. 0- 0- 0 15- 4- 0 J -H 0.11 574 C 0.00 0.11 ----Spacing (In) ---- BC Cont. 0- 0- 0 15- 4- 0 H -C 0.16 0 T 0.00 0.16 Rows Nails Screws Bolts -------------Webs------------- TC 2 3.5 10 0 Loading Live Dead (psf) D -A 0.13 3481 C BC 1 12 24 0 TC 40.0 10.0 A -M 0.82 4108 T WB 1 4 4 BC 0.0 5.0 M -N 0.19 1954 C Design checked for LL on BC Total 40.0 15.0 55.0 N -L 0.11 1172 C per BOCA (section 1606.2.3), Spacing 24.0" L -0 0.08 400 T IBC/IRC-2003,and FBC 2004 Lumber Duration Factor 1.00 O -G 0.51 5255 C (section 1607.1), 20.0 psf. Plate Duration Factor 1.00 G -F 0.30 3164 C Design checked for 10 psf non- TC Fb=1.00 Fc=1.00 Ft=1.00 G -P 0.28 2857 C concurrent LL on BC. BC Fb=1.00 Fc=1.00 Ft=1.00 K -P 0.04 216 T Prevent truss rotation at all K -Q 0.06 644 C bearing locations. Load Case # 1 Standard Loading J -Q 0.08 892 C This truss must be installed Lumber Duration Factor 1.00 J -I 0.41 2091 T as shown. It cannot be Plate Duration Factor 1.00 H -1 0.23 2433 C installed upside-down. plf - Live Dead From To H -B 0.06 600 C NOTE: USER MODIFIED PLATES TC V 80 20 0.0' 15.3' C -B 0.08 821 C This design may have plates BC V 0 10 0.0' 15.3' selected through a plate TC V 580 218 0.0' 6.7' LL Defl -0.03" in M -L L/999 monitor. TC V 320 120 0.0' 15.3' TL Defl -0.04" in M -L L/999 Max comp. force 5255 Lbs Shear // Grain in R -F 0.85 Quality Control Factor 1.00 Plus 2 Unbalanced Load Cases DL Defl -0.12" at M L/496 Plus 1 UBC LL Load Case(s) FABRICATOR NOTES: Plates for each ply each face. 1. EAST COAST LUMBER 6 SUPPLY Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. F.M. HILPERT, P.E.#50477 Lbs Moving Point Load applied REPORTS: SBCCI 9761 5285 ST. LUCIE BLVD. at Panel Points and Mid -panel ROBBINS ENGINEERING, INC- FORT PIERCE FL. 34946 on BC BASED ON SP LUMBER 2. !!!CAUTION!!! READ 11SCSI-B1 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE it React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. D 3551 0 4- 0 2- 2 it Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET G 7094 OG 4- 0 3-13 A LOCK 3.Ox 8.0 1.0 Ctr 0.92 FOR: 1-JACK NAILS. H 2658 0 4- 0 1- 7 O# LOCK 4.Ox 6.0 0.5 Ctr 0.63 2-TBRACE. 3-BEARING BLOCK. C 837 40G 4- 0 1- 0 B# LOCK 6.Ox 8.0 0.1 1.1 0.32 4. DESIGNER: JLW G = Gravity Uplift M# LOCK 5.Ox 6.0-1.0 Ctr 0.89 J# LOCK 5.Ox 8.0 1.0-1.0 0.52 Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 1:35:20 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBFL FT13 1 BB 110400 10400 0 0 ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 HO 1-4-0 m m 0 0 TCH 11-1-0 _ _ _H ix3 lx3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4lx4 lV M L 1\ J 1 L1 (j lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 (r mi V, /:?t.:c Common Diagonal: 1-2-8 BC 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 it 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 11-4-0 . 11-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- V -C 0.08 14 C 0.00 0.08 --------Bottom Chords --------- * -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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI B LOCK 1.0x 4.0 Ctr-0.5 0.90 O LOCK 1.0x 4.0 Ctr-0.5 0.90 P LOCK 1.Ox 4.0 Ctr-0.5 0.90 Q LOCK 1.Ox 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 1.0x 4.0 Ctr-0.5 0.90 N LOCK 1.0x 4.0 Ctr 0.5 0.90 Scale: 0.545" = 1' M LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 1.Ox 4.0 Ctr 0.5 0.90 K LOCK 1.Ox 4.0 Ctr 0.5 0.90 J LOCK 1.Ox 4.0 Ctr 0.5 0.90 I LOCK 1.Ox 4.0 Ctr 0.5 0.90 H LOCK 1.Ox 4.0 Ctr 0.5 0.90 G LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be . installed upside-down. Max comp. force 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 "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 PIUST © 1996-2005 Version 18.0.014 Engineering - Portrait WINDS 1:35:26 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBFL J 6 M150 110800 10400 0 0 ENGLE/BWDI3CBFL/M#3813 HO 1-4-0 HO 1-4-0 00 m 0 0 TCH 8-8 2-0-0 8-8 �- -5-10- 0 lx3 lx3 3x3 3x3 3x3 3x3 3x3 3x3 1-4-0 G 2x3 Q A C R I z£ J K 2x3 W:308 R: 662 BC 3x4 5-10-0 O B D N M 3x3 lx4 lx4 3x3 3x4 Common Diagonal: 1-3-0 W:308 R: 662 5-10-0 _- ---, 11-8-0 ALL PLATES ARE LOCK20 Scale: 0.505" = 1' Robbins Engineering, Inc./Online P1us- 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 -0 0.55 1144 T 0.11 0.44 Analysis Conforms To: 0 -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 -0 0.16 423 T 10.0 Ft. Fasten to each 0 -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 & 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 & 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. 3-13EARING BLOCK. Jt React Uplft Size Req'd Plate - RHS 20 Ga, Gross Area 4. DESIGNER: JLW Lbs Lbs In-Sx In-Sx Jt 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.Ox 4.0 Ctr 0.5 0.90 D LOCK 1.Ox 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- © 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 1:35:24 PM Pagel Job Mark Quart Type Span P1-Hl Left OH Right OH Engineering i,BWD13CBFL FT11 3 M150 120900 10400 0 0 ENGLE/BWDl3CBFL/M#3813 HO 1-4-0 HO 1-4-0 TC 2-0-0 6- 4- 8 4x6 3x3 3x3 3x3 3x3 3x3 4x6 8 M A G S1 N G 1-4-0 2x3 2x3 HGR R: 741 BC r x s Z hi u 4x4 3x3 3x3 lx4 lx4 Common Diagonal: 1-3-0 6-4-8 12-9-0 ALL PLATES ARE LOCK20 J I 3x3 4x4 HGR R: 741 6-4-8 Scale: 0.476" = 1' Robbins Engineering, Inc./Online Plus- N -G 0.41 702 C 0.00 0.41 REFER TO ROBBINS ENG. GENERAL --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 18.0.014 F -P 0.27 0 T 0.00 0.27 ADDITIONAL SPECIFICATIONS. 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 NOTES: CSI -Size- ----Lumber---- S2-B 0.69 1934 T 0.30 0.39 Trusses Manufactured by: TC 0.42 4x 2 SP-#2. B -D 0.69 1934 T 0.30 0.39 East Coast Lumber BC 0.69 4x 2 SP-#2 D -J 0.69 1934 T 0.30 0.39 Analysis Conforms To: WB 0.37 4x 2 SP-#3 J -I 0.58 1317 T 0.12 0.46 FBC2004 I -0 0.28 0 T 0.00 0.28 Design checked for LL on BC Brace truss as follows: -------------Webs------------- per BOCA (section 1606.2.3), O.C. From To F -E 0.07 404 C IBC/IRC-2003,and FBC 2004 TC Cont. 0- 0- 0 12- 9- 0 F -E 0.07 404 C (section 1607.1), 20.0 psf. BC Cont. 0- 0- 0 12- 9- 0 E -P 0.37 934 T Design checked for 10 psf non- P -M 0.17 855 C concurrent LL on BC. Loading Live Dead (psf) M -K 0.17 444 T Provide 2X6 continuous TC 40.0 10.0 K -A 0.10 529 C strongbacks (on edge) every BC 0.0 5.0 B -A 0.07 177 T 10.0 Ft. Fasten to each Total 40.0 15.0 55.0 D -C 0.07 177 T truss w/ 3-16d nails at Spacing 24.0" C -J 0.10 529 C truss member(s). Lumber Duration Factor 1.00 J -N 0.17 444 T This truss must be installed Plate Duration Factor 1.00 N -I 0.17 855 C as shown. It cannot be TC Fb=1.15 Fc=1.10 Ft=1.10 I -G 0.37 934 T installed upside-down. BC Fb=1.10 Fc=1.10 Ft=1.10 0 -G 0.07 404 C Max comp. force 1934 Lbs 0 -G 0.07 404 C Quality Control Factor 1.25 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) LL Defl -0.11" in S2-B L/999 FABRICATOR NOTES: Plus 1 BC LL Load Case(s) TL Defl -0.13" in S2-B L/999 1. EAST COAST LUMBER & SUPPLY Shear // Grain in E -M 0.26 F.M. HILPERT, P.E.#50477 Checked for NonConcurrent 200 DL Defl -0.12" at B L/999 5285 ST. LUCIE BLVD. Lbs Moving Point Load applied FORT PIERCE FL. 34946 at Panel Points and Mid -panel Plates for each ply each face. 2. !!!CAUTION!!! READ "SCSI-B1 on BC PLATING CONFORMS TO TPI. SUMMARY SHEET" BEFORE REPORTS: SBCCI 9761 HANDLING , INSTALLING & Jt React Uplft Size Req'd ROBBINS ENGINEERING, INC. BRACING TRUSSES. Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. 3. SEE ATTACHED DETAIL SHEET F 741 OG 3- 8 1- 0 Plate - LOCK 20 Ga, Gross Area FOR: 1-JACK NAILS. 0 741 OG 3- 8 1- 0 Plate - RHS 20 Ga, Gross Area 2-TBRACE. 3-BEARING BLOCK. G = Gravity Uplift Jt Type Plt Size X Y JSI 4. DESIGNER: JLW 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 MCC, 4.6x 4.0 Ctr 0.9 0.96 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 NOTE: 2004.2 Allowable Stress Design 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 1/2" 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 (3-12") 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 (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE WHEN ATTACHING THE FIRST TWO IIISSTRIBUTED TO ALL PLIES. ADDITIONAL LY NCENTRATED LOADS MUST BE EQUAL DI 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 85- 8 00 MAXIMUM DEFLECTIONS CALCULATED ALLOWABL LIVE LOAD 0.53" 0.99" *DEAD LOAD 1.19" TOTAL LOAD 1.32" 1.32" Handling & Erection LOAD TABLE 4 BEAMS 1.75 X 16.000 GL2250Fb-1.5E DESIGN CRITERIA MSI: 1.00 VSI: 0.41 NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES DESIGN CONSISTS OF 4 - PLIES FASTENED FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. TOGETHER (REFER TO NOTES) . LIVE LOAD = 20 PSF (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEADLOAD = 20 PSF 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 H 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 CCMC 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 3/4" 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 DEFLECTN CONSIDERATIONS SHOULD BE EVALUATED BY THE .0 F- PROJECT ENGINEER OR ALCHITECT SUCH AS PONDING, CRACKING AND AESTHETICS. (POSITIVE DRAINAGE IS E Miscellaneous Information 16.000 1.750 3. 500 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 until after all the framing and fastening are component. If the design criteria listed above does not meet local building completed. At no time 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 camber 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 beam, 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. affixed 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 ed. 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 hereon,negates any express warranty of the product and LP disclaims all implied warranties including the implied warranties of merchantability and fitness for a particular use. Software Provided By: LP Engineered Wood Products 2706 Highway 421 North Wilmington, NC 28401 Local 910.762.9878 National Wats 800.999.9105 'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR IDWG LP is a registered trademark of Louisiana-Pacific Corporation. I SHEET # 1jN'\ L_ 1 01/30/06 SBCCI t1VVU 13Utd-IVILZ I141J CM01 UUMJ 1 I M000 2004.2 Allowable Stress Design NOTE: LOAD TABLE 2 BEAMS 1.75 X 16.000 GL2250Fb-1.5E 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY - DESIGN CONSISTS OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER ( REFER TO NOTES) . LOADING DEFLECTION LIMITATIONS FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX OR ARCHITECT. UNIFORM ROOF DEAD TOP 392 PLF 08-00-00 12-00-00 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF LIVE TOP 313 PLF 08-00-00 12-00-00 LATERAL STABILITY. UNIFORM ROOF LIVE TOP 256 PLF 13-00-00 20-00-00 3. DO NOT CUT, NOTCH OR DRILL GANG -LAM. UNIFORM ROOF LIVE TOP 229 PLF 00-00-00 13-00-00 4. SHIM ALL BEARINGS FOR FULL CONTACT, UNIFORM ROOF DEAD TOP 174 PLF 00-00-00 11-00-00 5. VERIFY DIMENSIONS BEFORE CUTTING UNIFORM ROOF LIVE TOP 139 PLF 00-00-00 11-00-00 GANG -LAM TO SIZE. UNIFORM WALL DEAD TOP 110 PLF 00-00-00 20-00-00 6. THIS GANG -LAM IS TO BE USED AS A UNIFORM ROOF DEAD TOP 94 PLF 13-00-00 20-00-00 ROOF BEAM ONLY. UNIFORM ROOF DEAD TOP 85 PLF 00-00-00 13-00-00 MAKE PROVISION FOR ADEQUATE DRAINAGE. UNIFORM BEAM WEIGHT 16 PLF 00-00-00 20-00-00 7. PROVIDE COMPRESSION EDGE BRACING AT CONCENTRATED ROOF DEAD TOP 1791 LBS 07-00-00 MINBRG=2.50" EACH END OF COMPONENT. CONCENTRATED ROOF DEAD TOP 1444 LBS 13-00-00 MINBRG=2.50" CONCENTRATED ROOF DEAD TOP 1444 LBS 20-00-00 MINBRG=2.50" DESIGN ASSUMES COMPONENTS CARRIED ARE CONCENTRATED ROOF LIVE TOP 1433 LBS 07-00-00 MINBRG=2.50" APPLIED TO TOP EDGE OF GANG -LAM, SUCH THAT CONCENTRATED ROOF LIVE TOP 1155 LBS 13-00-00 MINBRG=2.50" LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. CONCENTRATED ROOF LIVE TOP 1155 LBS 20-00-00 MINBRG=2.50" ATTACH THE TWO PLIES WITH 3 ROWS OF 16d CONCENTRATED ROOF DEAD TOP 957 LBS 12-00-00 MINBRG=2. 50" (3-12") NAILS AT 12" OC. STAGGER ROWS. CONCENTRATED ROOF LIVE TOP 765 LBS 12-00-00 MINBRG=2. 50" NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM II ISNCENTRASTRIBU EDTTO ALL PLI SU ADD T ONAL EQUALLY LOADS MBE DI 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" 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 1 16.000 1.750 3.500 CROSS SECTION Handling 8 Erection Miscellaneous Information Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval ani installed by others. No loads are to be applied to the instructions from the designers of the complete structure before using this component until after all the framing and fastening are component. It the design cnleria listed above does not meet local building ompleted. At no time 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 Design Criteria 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 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 beam, 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 sea Total load deflection is instantaneous, afixed to be considered an Engineering document. LDF .90 .25 .00 .25 .90 .25 .90 90 90 90 .90 .90 .90 .25 .25 .25 .90 .25 12 0 F- 58 DESIGN CRITERIA MSI: 0.66 VS] : 0.66 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 0 ICBO ER-5004 CCMC 11518-R N.Y. CITY MEA 97-94-E WISCONSIN 200124-W L.A. City RR 25167 NER 622 HUD MR 1214D CEE 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. North Highway 421 NorNor Common nails driven parallel to glue lines shall be spaced a minimum of 4' for 10d 272706 06 ton, NC 28 and 3" for 6d. 9 401 Do not cut, notch, drill or alter 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 Wals 800,999.9105 to the limits set forth hereon,negates any express warranty of the product and LP disclaims all implied warranties including the implied warranties of merchantability and fitness for a particular use. rn L 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 # 01/30/D6 SBCCI Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWDI3CBLR GEI 1 MONO 60400 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 HO 4-3 HO 3-6-3 TC 1-2-0 2x4 6' F 3-6-3 *2x4 D 2A4�� _ 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 Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -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- ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 12:15:10 PM Page 1 C 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 "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 MIA 5 MONO 60400 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 HO 4-3 HO 3-6-3 TC 1-2-0 6-4-0 2x4 B 6' 3-6-3 2x4 A eN C JE'nfll E02.4 W:308 HGR R: 349 R: 330 U: 47 U: 72 BC - 6-4-0 6-4-0 ALL PLATES ARE LOCK20 Scale: 0.502" = 1' 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) 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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 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 PIusTM ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 12:15:11 PM Page 1 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 Quart Type Span P1-H1 Left OH Right OH Engineering BWD13CBLR H1B 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 B w:800 R: 447 U: 48 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 = ill CSI -Size- ----Lumber---- TC 0.29 2x 4 SP42 BC 0.34 2x 4 SP42 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 --------- A -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 Pit Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Robbins Engineering, Inc./Online Plus- m 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 12:15:12 PM Page 1 2-4-6 HO 2-4-0 2x4 C 4 u HGR R: 738 U: 11 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 "SCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering BWD13CBLR GID 2 HHIP 60400 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 HO 4-3 HO 2-4-0 TC_ 1-2-0 _ _3711_10_ _ 2-4-6 4x4 2x4 4x4 2-4-0 W:800 R: 555 U: 132 BC. - - - --_.. -6-4-0 6-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Lbs Lbs In-Sx In-Sx A 555 132 8- 0 1- 0 Online Plus -- Version 18.0.014 Hz = -54 RUN DATE: 07-FEB-06 D 1259 379 3- 8 1- 8 Hz = 105 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 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -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 --------- * -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: Trusses Manufactured by: u HGR R:125a U: 378 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 it React Uplft Size Req'd East Coast Lumber Robbins Engineering, Inc./Online Plus'" ® 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 MlC 2 MONO 50000 6 1- 2- 0 0 ENGLE/BWDl3CBLR/M#3813 HO 4-3 HO 2-10-3 TC 1-2-0 5-0-0 2x4 2-10-3 L W:800 HGR R: 300 R: 304 U: 40 U: 57 BC': 5-0-0 5-0-0 ALL PLATES ARE LOCK20 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) 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 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: it React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 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 Page 1 Scale: 0.575" = 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 153 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: L. 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-Hl Left OH Right OH Engineering BWD13CBLR HI1 1 HIPP 210200 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBLR/M#3813 HO 4-3 HO 4-3 TC11-2-0 7-0-0 7-2-9-----... .._ -__'.-------_._----7-0-0---- ,1-2-Oi 2x4 I 3-10-3 4x8 B 4x8 C R:1859 R:1859 U: 380 U: 390 BCC 21-2-0 -. 21_2_0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- A 1859 380 8- 0 2- 3 Hz = -77 Online Plus -- Version 18.0.014 D 1859 380 8- 0 2- 3 RUN DATE: 07-FEB-06 Hz = 78 CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.79 2x 4 SP-#2 WB 0.20 2x 4 SP43 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 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.Ox 6.0 1.4 0.6 0.98 D LOCK 5.Ox 6.0-1.4 0.6 0.98 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online PIUS- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 12:15:08 PM Page 1 Scale: 0.284" = 1' 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 & 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 ,BWD13CBLR L 1 HIPP 210200 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBLR/M#3813 4-10-3 HO 4-3 HO 4-3 TC :1-2-0 9-0-0 _._ ! _..3-2-0. _ :. _ .._ - 9--0_-0. 4x4 4x4 B C JX4 :Jxb 3xb I . w:800 R: 942 U: 190 BC _.___.. 21-2-0 21-2-0 21-2-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd -------Top Chords---------- OnlinePlus -- Version 18.0.014 A -G 0.20 1429 C 0.01 0.19 RUN DATE: 07-FEB-06 G -B 0.20 1209 C 0.01 0.19 B -C 0.08 935 C 0.00 0.08 CSI -Size- ----Lumber---- C -H 0.18 1208 C 0.01 0.17 TC 0.20 2x 4 SP-#2 H -D 0.19 1426 C 0.00 0.19 BC 0.61 2x 4 SP42--------Bottom Chords --------- WB 0.12 2x 4 SP-#3 A -F 0.57 1281 T 0.13 0.44 F -Sl 0.61 941 T 0.10 0.51 Brace truss as follows: S1-E 0.46 941 T 0.10 0.36 O.C. From To E -D 0.57 1278 T 0.13 0.44 TC Cont. 0- 0- 0 21- 2- 0 ------------- Webs ------------- BC Cont. 0- 0 0 21- 2- 0 G -F 0.06 295 C F -B 0.12 388 T Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 943 190 8- 0 1- 2 Hz = -100 D 943 190 8- 0 1- 2 Hz = 101 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 Sl-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 Jt 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. w:800 R: 942 U: 190 r Scale: 0.284" = 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: 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 & 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 Plus- 0 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 12:15:09 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBLR GE3 1 MONO 70000 6 1- 2- 0 0 ENGLE/BWDl3CBLR/M#3813 3-10-3 HO 4-3 HO 3-1073 TC 1-2-0 7-0-0 2x4 B a t> BC. .. ... .___ 7-0-0 I 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 0.08 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 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 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 7- 0- 0 East Coast Lumber 656 131 Hz = 188 Analysis Conforms To: Robbins Engineering, Inc./Online Plus- O 1996-2005 Version 18.0.014 Engineering - Portrait 277/2006 12:15:09 PM Page 1 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-Hl Left OH Right OH Engineering BWD13CBLR M3A 6 MONO 70000 6 1- 2- 0 0 ENGLE/BWDI3CBLR/M#3813 HO 4-3 HO 3-1073 TC 1-2-0 7-0-0 2x4 B 61 3-10-3 2x4 A A C 02.4 W:800 HGR R: 375 R: 343 U: 51 U: 79 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.472" = 1' Robbins Engineering, Inc -/Online Plus - Hz = 188 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-FEB-06----------Top Chords ---------- A -B 0.54 97 C 0.00 0.54 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.54 2x 4 SP-#2 A -C 0.66 134 T 0.00 0.66 BC 0.66 2x 4 SP-#2 ------------- Webs ------------- WB 0.08 2x 4 SP-#3 C -B 0.08 215 C WindLd Brace truss as follows: LL Defl -0.07" in A -C L/989 O.C. From To TL Defl -0.16" in A -C L/441 TC Cont. 0- 0- 0 7- 0- 0 Shear // Grain in A -B 0.28 BC Cont. 0- 0- 0 7- 0- 0 DL Defl 0.00" at L/999 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) Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 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 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 "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 H10 1 HIPP 90800 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBUR/M#3813 1-10-3 HO 4-3 HO 4-3 TC 1-2-0 3-0-0 3-8-0 _ 3-0-0 1-2-0 4x6 4x4 W:308 R: 598 U: 247 BC 9-8-0 9-8-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- A 599 248 3- 8 1- 0 Hz = -32 Online Plus -- Version 18.0.014 D 599 248 3- 8 1- 0 RUN DATE: 07-FEB-06 Hz = 33 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) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -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 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 Girder Step Down Hip Jt React Uplft Size Req'd Framing King Jacks Lbs Lbs In-Sx In-Sx Jack Open Faced Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:41 AM Page 1 W:308 R: 598 U: 247 Scale: 0.532" = 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: 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 ,BWDI3CBUR I MGE7 1 MONO 70000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 3-10-3 HO 4-3 HO 3-1073 TC1-2-0 7-0-0 2x4 2x4 A F 6; *2x4 D E G r(S��' � SIR � syr 5 i BC7-0-0 7-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-End ----------Top Chords---------- OnlinePlus -- Version 18.0.014 A -D 0.08 151 C 0.00 0.08 RUN DATE: 07-FEB-06 D -F 0.06 112 C 0.00 0.06 F -B 0.04 79 C 0.00 0.04 CSI -Size- ----Lumber---- --------Bottom Chords --------- TC 0.08 2x 4 SP-#2 A -E 0.16 13 C 0.00 0.16 BC 0.16 2x 4 SP-#2 E -G 0.13 0 T 0.00 0.13 WB 0.09 2x 4 SP-#3 G -C 0.16 0 T 0.00 0.16 GW 0.03 2x 4 SP-#3 ------------- Webs ------------- C -B 0.09 68 C WindLd Brace truss as follows: ----------Gable Webs ---------- O.C. From To E -D 0.03 174 C TC Cont. 0- 0- 0 7- 0- 0 G -F 0.02 145 C 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 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 PIUSTM ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:45 AM Page 1 C Scale: 0.496" = 1 FEC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 & 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 I MGE5 1 MONO 70400 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 4-0-3 HO 4-3 HO 4-0-3 TC 1-2-0 7-4-0 ! 2x4 x c i rq i e. ii! BC 7-4-0 _ 7-4-0 - --- - 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 0.09 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 P1us- Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- * -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 --------- A -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---------- E-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 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- 4- 0 East Coast Lumber 683 282 Hz = 229 Analysis Conforms To: Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 10:56:45 AM Page 1 Scale: 0.481" = 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 "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 H5 1 HHIP 320700 6 0 0 ENGLE/BWDI3CBUR/M#3813 HO 6-3 HO 3-10-3 Tic! 6-8-0 25-i1-0 - - - --- . 2x4 4x12 4x8 2x4 3x12 5x6 K S1 P M S2 Q 7x8 #6x10 6 B C 2x4 3x4 J 3-10-3 R 6x8 A 1 ffi D 4a I1 0 G' N� #10x10 jfL3x6 7.10 2x4 5x12 6x8 -�I HGR - MINIMUMOF3.3" W:300 R:2765 SPL SPL BEARING REQUIRED. R:2811 U:1153 U:1187 BC I _ _.. 32_7_0 32-7-0 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 SP42 SCB (1) 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 32- 7- BC Cont. 0- 0- 0 32- 7- 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2765 1154 3-12 3- 4 Hz = 124 D 2811 1187 3- 0 3- 5 ** Robbins Engineering, Inc./Online P1us- 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 --------- A -E 0.47 4333 T 0.41 0.06 E -I 0.51 4654 T 0.44 0.07 I -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 -O L/999 TL Defl -0.71" in I -O L/541 Shear // Grain in R -R 0.60 DL Defl -0.53" at O 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.Ox12.0 Ctr-0.2 0.93 Q LOCK 5.Ox 6.0-0.5 Ctr 0.91 C LOCK 6.Ox10.0 0.2 Ctr 0.98 G LOCK 5.Oxl2.0 Ctr-0.5 0.98 N LOCK 6.Ox 8.0 1.0 Ctr 0.95 D# LOCK 10.Ox10.0-2.4 1.6 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 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 S 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 Hz = 221 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 10:56:35 AM Pagel 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 M TCi 8-8-0 22-0-0 0 5x6 3x6 3x6 3x6 5x6 B I S2 J C 6' 4x6 L 2x4 H 4-10-3 5x6 A VFSPL M G sl E ® 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- BC Cont. 0- 0- 0 32- 7- 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1303 539 3- 8 1- 9 Hz = -145 M 1405 593 3- 0 1-11 Hz = 231 Membr CS? P LIDS Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.39 2242 C 0.03 0.36 Robbins Engineering, Inc./Online P1us- H -B 0.33 2008 C 0.02 0.31 B -I 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 LL Defl 0.17" in F -G L/999 TL Defl -0.33" in F -G L/999 Shear // Grain in J -C 0.37 DL Defl -0.22" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gat, Gross Area Jt Type Plt Size X Y JSI A LOCK 5.Ox 6.0 1.8 0.7 0.87 B LOCK 5.Ox 6.0 0.7-3.1 0.61 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 5.0x16.0 Ctr-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 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 Plus- © 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 10:56:36 AM Pagel 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 18-070 of 0 'r 3-11-0 "~ 5x6 3x6 3x6 3x6 5x6 B I S2 J C 6 4x6 2x4 L H 5-10-3 5x6 A - M SPL F G - E 2x4 5x10 3x6 S1 - 4x8 HGR 3x8 W :300 R:1387 R:1531 U: 539 U: 592 BC 32-7-6-- - - ._._. ----- _ 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 it 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 ---------- * -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 --------- A -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 it 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 & 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 10:56:36 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering ,BWDI3CBUR HSC 1 HIPP 390800 6 1- 2- 0 0 ENGLE/BWDl3CBUR/M#3813 HO 4-3 0 0 N O TC 6-10-3 HO 6-3 13-0-0 _ 14-0-0 5x6 2x4 3x6 5x6 B K S1 C 6 W:400 5x6 6x6 5x6 HGR R:1837 SPL SPL SPL R:1742 U: 701 U: 665 _. - 39-8-0 ._... ALL PLATES ARE LOCK20 - Online Plus -- Version 18.0.014 RUN DATE: 07-FEE-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 SI-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 --------- A -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 Jt 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-End ----------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- 01996-2005 Version 18.0.014 Engineering -Portrait 2n/2006 10:56:37 AM Pagel Scale: 0.164" = 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.#50417 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 HSD 1 SP 400000 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 4-3 o m O 0 0 0 N LO N O 0 O TC.'i_.....---- -_--_13-6-8 2 0.-6'� _ 7-11_10------. 15-0-0,, 6 - - 5x6 5x6 5x6 5x6 D E 7-10-3 W:400 3x6 3x8 4x8 3x8 4x8 3x8 2x4 W:400 R:1861 R:1811 U: 707 U: 707 BC;...._.... 40-0-0 _ 40-0-0 ALL PLATES ARE LOCK20 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 Online Plus -- Version 18.0.014 S1-B 0.64 3033 C 0.17 0.47 RUN DATE: 07-FEB-06 B -C 0.23 2559 C 0.14 0.09 C -D 0.38 2740 C 0.04 0.34 CSI -Size- ----Lumber---- D -E 0.88 2236 C 0.11 0.77 TC 0.88 2x 4 SP-#2 E -S2 0.50 2473 C 0.04 0.46 BC 0.88 2x 4 SP42 S2-N 0.59 2584 C 0.04 0.55 WB 0.74 2x 4 SP-#3 N -F 0.79 3122 C 0.22 0.57 --------Bottom Chords--------- Bracetruss as follows: A -L 0.86 2931 T 0.25 0.61 O.C. From To L -S3 0.52 2398 T 0.18 0.34 TC Cont. 0- 0- 0 40- 0- 0 S3-J 0.85 2398 T 0.40 0.45 BC Cont. 0- 0- 0 40- 0- 0 J -S5 0.88 2387 T 0.21 0.67 WB 1 rows CLB on D -H S5-H 0.80 2387 T 0.21 0.59 WB 1 rows CLB on H -N H -S4 0.78 2796 T 0.26 0.52 Attach CLB with (2)-10d nails S4-G 0.62 2796 T 0.26 0.36 at each web. G -F 0.79 2796 T 0.24 0.55 ------------- Webs ------------- Loading Live Dead (psf) M -L 0.11 430 C TC 20.0 15.0 L -B 0.31 564 T BC 0.0 5.0 B -J 0.19 605 T Total 20.0 20.0 40.0 J -C 0.74 1097 C Spacing 24.0" J -D 0.26 834 T Lumber Duration Factor 1.25 D -H 0.09 205 C 1 Br Plate Duration Factor 1.25 H -E 0.18 590 T TC Fb=1.15 Fc=1.10 Ft=1.10 H -N 0.18 634 C 1 Br BC Fb=1.10 Fc=1.10 Ft=1.10 G -N 0.08 268 T LL Defl -0.33" in J -S5 L/999 Plus 6 Wind Load Case(s) TL Defl -0.56" in J -S5 L/841 Plus 1 UBC LL Load Case(s) Shear // Grain in S5-H 0.45 Plus 1 BC LL Load Case.(s) 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 Jt React Uplft Size Req'd. USING GROSS AREA TEST. Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Gat, Gross Area A 1861 707 4- 0 2- 3 Plate - RHS 20 Gar Gross Area Hz = -200 Jt 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 5.0x 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 Pagel Scale: 0.162" = 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 "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 HSE 1 SP 400000 6 1- 2- 0 1- 2- 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 0 0 N O TC;H 8-10-3 HO 4-3 0 0 N O 11-6-8 2-0-6 5-5-8 3-11-10 17-0-0 5x6 5x6 D E W: 400 3x6 3xB 4x8 3x8 4x8 3x83x6 W:400 R:1833 R:1862 U: 707 U: 707 .. .. _. _. _- -_ BC. 40-0-0 40-0-0ALL PLATES ARE LOCK20 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 SP42 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 SI-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 7S4 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.Ox 6.0 1.4 0.6 0.95 B LOCK 5.0x 6.0-1.0-0.1 0.99 Membr CSI P Lbs Axl-CSI-Bnd D LOCK 5.Ox 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 2/7/2006 10:56:38 AM Page 1 Scale: 0.162" = 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 & 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 GSF 1 SP 400000 6 0 1- 2- 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 4-3 0 0 N O TC 9-6-8 ::2-0-6. 9-5-5 18-11-13 5x6 D 6i p 3x6 K 3x6 m L - r 5x8 6x6 6 3x8 '.. B C S 1 9-10-0 6 2x4 3x6 M J Sx4 Sx4 4x8 A E G` N I H S3 G F 27 W:400 2x4 4x6 #5x8 #5x64x8 #7x10 i W:400 R:2671 S2 SPL R:1953 U:1059 #5x6 U: 749 BC'i 40_0_0 _ --- --------__i___i - 40-0-0 -- - - ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.164" = 1' Robbins Engineering, Inc./Online P1us- 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 -Sl 0.54 3184 C 0.08 0.46 East Coast Lumber Sl-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 & 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 11SCSI-B1 at Panel Points and Mid -panel Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE on BC Jt Type Plt Size X Y JSI HANDLING , INSTALLING & A LOCK 5.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 5.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-BEARING BLOCK. Hz = -251 S2 LOCK 5.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 Plus- 0 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 Engineering j.BWD13CBUR T4F 1 DUAL 310000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 3-10-0 0 0 N O TC_; i 18-11-13 12-0-3 5x6 B 9-10-2 #5X10 5x12 W:400 R:1449 U: 548 _. 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. D- 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 O.OB 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 Jt 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 5.0x12.0-0.5-0.5 0.70 Jt 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 Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:34 AM Page 1 4 L 4x6 A HGR R:1431 U: 527 i 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 & 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 Quart 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 HO 3-10-0 O 0 N O TC "� 17-0-0 3-11-10 10-0-6 _ 5x6 5x6 B C 3x6 6. 2x4 1 H 3x6 S1 2x4 8-10-3 2x4 T 5x12 5x10 W:400 R:1464 SPL SPL U: 548 D 4x6 i� HGR R:1472 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 0.54 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 Robbins Engineering, Inc./Online Plus- 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 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 0.82 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 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 2/7/2006 10:56:34 AM Page 1 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 -BWI313CBUR H4D 1 SP 310000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 3-10-0 0 0 rV O TC.; 15-0-0 7-11-10 B-0-6 5x6 5x6 B C 7-10-3 5x6 5x10 W:400 R:1453 SPL SPL U: 548 4 D 4x6 A HGR R:1438 U: 527 BC31-0-0 I 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 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 1454 549 4- 0 1-11 Hz = -221 D 1438 528 3- 8 1-11 Hz = 254 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -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 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.79 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 "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 Membr CSI P Lbs Axl-CSI-Bnd NOTES: Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:33 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineeri�rg BW113CBUR H4C 1 SP 310000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 0 0 N 0 TC ' i 6-10-3 HO 3-10-0 13-0-0 _ _... --- 11-11-10 6-0-6__ 5x6 2x4 5x6 B J C 5x10 5x12 W:400 R:1453 SPL SPL U: 548 BC �, 31-0-0 31-0-0 ..- ._. ALL PLATES ARE LOCK20 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 Jt React Uplft Size Req'd Robbins Engineering, Inc./Online P1us- 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 Jt 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.Oxl2.0-0.5-0.5 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: 4 D 4x6 A HGR R:1443 U: 527 i Scale: 0.204" = 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 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 "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- Q 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:33 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWB13CBUR H4B 1 SP 310400 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 0 0 N O TC'H 11-0-0 5-10-3 HO 3-8-0 15711-10_ __._..._... 4-4-6 5x6 5x6 5x6 B SPLL C #5x20 #6x10 W:400 R:1419 U: 555 4 D 4x6 W:400 R:1424 U: 532 - - - - _ 31-4-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.203" = 1' Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -H 0.39 2386 C 0.02 0.37 Online Plus -- Version 18.0.014 H -B 0.28 2006 C 0.02 0.26 RUN DATE: 07-FEB-06 B -L 0.72 1761 C 0.01 0.71 L -C 0.72 1770 C 0.01 0.71 CSI -Size- ----Lumber---- C -J 0.34 94 T 0.00 0.34 TC 0.72 2x 4 SP-#2--------Bottom Chords --------- BC 0.96 2x 4 SP-#2 A -G 0.89 2136 T 0.20 0.69 WB 0.36 2x 4 SP-#3 G -K 0.92 1940 T 0.17 0.75 K -D 0.96 921 T 0.07 0.89 Brace truss as follows: ------------- Webs ------------- O.C. From To H -G 0.19 399 C TC Cont. 0- 0- 0 31- 4- 0 G -B 0.14 449 T BC Cont. 0- 0- 0 31- 4- 0 G -L 0.08 214 C 1 Br WB 1 rows CLB on G -L L -K 0.26 497 C WB 1 rows CLB on C -D K -C 0.36 1139 T Attach CLB with (2)-10d nails C -D 0.34 1484 C 1 Br at each web. D -J 0.08 173 C WindLd Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 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 1420 555 4- 0 1-11 Hz = -169 D 1425 532 4- 0 1-11 Hz = 229 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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.79 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 6.0x10.0-0.8-0.2 0.65 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. 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 "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 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 Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering -BWD13CBUR MA 1 SP 310400 6 1- 2- 0 0 ENGLE/BWDl3CBUR/M#3813 HO 4-3 0 0 HO 3-8-0 (V O TC.--~ -9-0-0 5x6 3x6 3x6 3x6 5x6 B I sl J C 6 4x6 2x4 K H 4-10-3 4x6 A D G F S3 E 9 2x4 4x8S2 3x6 3x6 4x8 W:400 3x8 W: 400 R:1349 R:1253 U: 555 U: 532 BC '. 31-4-0 - 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' 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 Plus- 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 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 0.75 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: 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 "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 10:56:32 AM Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Engineering BWD13CBUIZ 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..'i 7-070 24-4-0 A 6x8 3x6 3x12 2x4 4x8 3x8 2x4 #6x10 -- B W S3 Q X S1 Y C O 6: 2x4 V 3-10-3 3x8 / A W:400 R:2714 U:1127 BC: U T 3x6 S2 3x6 20G-RHS-5x10 P 4x8 D S.R #4x6 5x10 7x10 SPL W.400 R:2699 U:1140 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-#2 EX D -C 2x 6 SP-#2 PB --- 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 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' 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 -0 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 -0 0.57 DL Defl -0.49" at P L/757 BC V 0 -10 30.3' 31.3' Plates for each ply each face. BC V 280 280 7.1' CL-LB PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Plus 6 Wind Load Case(s) BASED ON SP LUMBER Plus 1 UBC LL Load Case(s) USING GROSS AREA TEST. - Plate - LOCK 20 Ga, Gross Area Checked for NonConcurrent 200 Plate - RHS 20 Ga, Gross Area Lbs Moving Point Load applied Jt Type Plt Size X Y JSI at Panel Points and Mid -panel A LOCK 3.Ox 8.0 2.4 1.1 0.93 on BC A LOCK 6.Ox 6.0 6.3 1.9 0.92 B LOCK 6.0ic 8.0 1.4-3..8 0.97 Jt React Uplft Size Req'd C LOCK 6.Ox10.0-0.5-0.9 0.77 Lbs Lbs In-Sx In-Sx S2 RHS 5.0x10.0 Ctr 0.8 0.82 A 2714 1128 4- 0 3- 3 T LOCK 3.Ox 6.0-1.0 Ctr 0.95 Hz = 131 S LOCK 5.Ox10.0 Ctr-0.5 0.91 D 2699 1141 4- 0 3- 3 R LOCK 7.0x10.0 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 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-HEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online PIUS- © 1996-2005 Version 18.0.014 Engineering - Portrait 2l7/2006 10:56:31 AM Page 1 Job BWD-13CBUR Mark S6 Quan Type 1 SP Span Pl-H1 131100 6 Left OH Right 0 1- 3- OH 0 Engineering ENGLE/BWDI3CBUR/M#3813 HO 1-4-3 HO 3-0-8 TC! 4-11-10 8-11-6 11-3-0. #5x4 #6x6 B C 2x4 A 5E K #3x6 - - -- 6 #6x6 W:400 7-6-3 R: 556 U: 193 rn #3x6 6-2-OA 1 a4. I 6-2-OE N � S1 0 #4x6 J 3x8 6. D #3x6 W:700 R: 658 U: 312 BC: 0 - - 0 - 12-11-0 0 o i� 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 Lhs Lhs 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 Plus- 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 6,0x 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 & SUPPLY F.M. HILPERT, P.E.#50477 5285 ST..LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUIYMY SKEET" DEFOM 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 Plus- 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 I Engineering BWD13CBUR S" 1 SP 131100 6 0 1- 3- 0 ENGLE/BWDl3CBUR/M#3813 HO 2-4-3 HO 3-0-8 10-11-6 I,1-3-01 #5x4 #6x6 B C A #3x6 8-6-3 N R: 6-2-OA U: 6-2-OE _ #3x6 N:700 R: 658 U: 309 BC, 0 12-11-0 , 0 0 0 --- - 13-11-0 - - ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 07-FEE-06 CSI -Size- ----Lumber---- TC 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 P1us- 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. Scale: 0.239" = 1' Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior 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 Plus`" ® 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 10:56:39 AM Pagel Jab ,BWD13CBUR Mark SO Quan Type 1 SP Span 131100 P1-H1 6 Left OH 0 Right OH 1- 3- 0 Engineering ENGLE/BWDI3CBUR/M#3813 HO 3-4-3 0 HO 3-0-8 0 0 ,y TC'1 12-11-6 m 0 2x4 4x8 A H #3x6 F H #5x4 GCS E 3x6 9-6-3 A6x6 ! S1 6-2-OF W:400 ''.. 6-2-OE R: 562 i #3x6 U: 193 O1 ' C " S2ti 3x6 G 0 #3x6 61 D #3x6 W-700 R: 652 U: 302 BC: 0 - 0 0 12-11-0 i 0 .a 13-11-0. ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.204" = 1' 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 it 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 Robbins Engineering, Inc./Online Plus'" 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 2/7/2006 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 & 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 0 0 #3x6 A #3x6 E H #3x6 #3x6 k' D S1 10-0-0 ''#6x6 6-2-OE W:400 6-2-OD R: 556 U: 204 0 k3x6 8 N S2 0 #4x6 F #3x6 6 C #3x6 W:700 R: 658 U: 301 BC �, 0 0 0 0 -12-11-0 - 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 SP-#2 BC 0.54 2x 4 SP42 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 --------- * -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" 0.011, 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 & 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 2n/2006 10:56:40 AM Pagel Job BWDI3CBUR Mark G6D Quan 1*2P Type Span P1-H1 SP 131100 6 Left OH Right OH 0 0 Engineering ENGLE/BWDI3CBUR/M#3813 _ SO 3-10-0 HO 6-2-0 TC 7-8-0 6-3-0 2.4 3x6 H B -: 6 W H 0 i #4x8 0 #5x4 A C D #3x6 ' 10-0-0 F, #Sz10 6-2-OA M 6-2-OF m 400 R:1623 ro S1 U: 722 ' 0 #3x6 G #3x6 61 E #3x6 W:700 R:1623 U: 648 BC o 0 0 12-11-0 0 ti 13-11-0- I ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.181" = 1' 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1624 723 4- 0 1- 0 Hz = -594 E 1624 648 7- 0 1- 0 Hz = 238 Robbins Engineering, Inc./Online P1us- 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 SI-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 Jt 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 Jt Type Plt Size X Y JSI B LOCK 3.Ox 6.0 0.9-0.4 0.92 D# LOCK 5.Ox 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 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 & 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- ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/7f2006 10:56:41 AM Page 1 Job BWD13CBUR Mark G9 Quan Type 1*2P FLAT Span Pi -Hi 70000 30800 Left OH Right OH 0 0 Engi,reenng ENGLE/BWDI3CBUR/M#3813 HO 3-870 HO 3-8-0 TC -- .7-0-0----- - --- --� - --� --1 #5x4 2x4 #5x4 A F B 2-11 3-8-0 D C #3x6 E #3x6 #8x8 W:400 W:400 R:2310 R:2309 U: 991 U:1013 7-0-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.490" = V Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 ++++++++++*++++ * 2-Ply Truss CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 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' 7.0' 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 GaGross 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.Ox 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- lOd nails C 2310 1014 4- 0 1- 6 as each layer is applied.) Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 16.0.014 Engineering -Portrait 2!7l2006 10:56:46 AM Page 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 / -SCE 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 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 ,BWD.l3CBUR H8E 1 HHIP 80500 6 0 0 ENGLE/BWDl3CBUR/M#3813 HO 10-15 HO 4-0-3 TC; - -- ----..---- -- .. - - --- -`---2-2-9 #4x6 #5x4 4-0-3 # G 2x4 #6x6 HGR HGR R: 336 R: 371 U: 109 U: 172 _.. BCi 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 0.49 2x 4 SP-#2 BC 0.48 2x 4 SP42 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx G 337 110 3- 8 1- 0 Hz = -139 D 371 173 3- 8 1- 0 Hz = 233 Membr CSI P Lbs Axl-CSI-Bnd ----------TQp ch9gdo ---------- F -B 0.49 187 C 0.00 0.49 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 Jt 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: 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. NOTE: USER MODIFIED PLATES 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 "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 10:56:45 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH f Engineering 'BWD13CBUR H8D 1 HHIP 80500 6 0 0 ENGLE/BWDl3CBUR/M#3813 HO 10-15 HO 3-0-3 TC 4-2-8 -4-2-8 #5x8 2x4 3-0-3 G #5x4 HGR HGR R: 336 R:.370 U: 124 U: 157 BC - 8-5-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online Plus - Hz = 168 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-FEB-06----------Top Chords ---------- F -B 0.21 66 T 0.00 0.21 CSI -Size- ----Lumber---- B -C 0.16 43 C 0.00 0.16 TC 0.21 2x 4 SP-#2--------Bottom Chords --------- BIC 0.90 2x 4 SP-#2 G -D 0.90 260 T 0.01 0.89 WB 0.11 2x 4 SP-#3 ------------- Webs ------------- G -F 0.02 140 C WindLd Brace truss as follows: G -B 0.11 302 C O.C. From To B -D 0.11 311 C TC Cont. 0- 0- 0 8- 5- 0 D -C 0.05 123 C WindLd 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 Cases) Plus 1 UBC LL Load Case(s) 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 Ga, Gross Area it Type Plt Size X Y JSI B LOCK 5.Ox 8.0 1.6-0.4 0.61 Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel REFER TO ROBBINS ENG. GENERAL on BC 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 PIUSTM ® 1996-2005 Version 18.0.014 Engineering - Portrait 2W2006 10:56:44 AM Page 1 D 5x4 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 HO 4-15 TC HGR R: 336 U: 140 HO 10-15 4-8-8 _ , 3-8-8 j 4x4 - -. BCC. - - 6-5-0 8-5-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online Plus - Hz = 60 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 07-FEB-06----------Top Chords ---------- A -B 0.17 351 C 0.00 0.17 CSI -Size- ----Lumber---- B -G 0.13 347 C 0.00 0.13 TC 0.17 2x 4 SP-#2--------Bottom Chords --------- BC 0.36 2x 4 SP-#2 A -E 0.36 313 T 0.04 0.32 WB 0.10 2x 4 SP-#3 E -H 0.27 53 T 0.00 0.27 ------------- Webs ------------- Brace truss as follows: E -B 0.05 186 T O.C. From To E -G 0.10 318 T TC Cont. 0- 0- 0 8- 5- 0 H -G 0.05 325 C WindLd 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 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 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. it 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 Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:44 AM Page 1 HGR R: 368 U: 142 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 & 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 Engineeri►tg .BWD13CBUR T8B 1 TR 90608 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 21-9-3 HO 4-3 HO 4-15 TC: 1-2-0. _ 4-10-0 478-8 4 x 4 --- -- - --- 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 ---------- * -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 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: it 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*" ® 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 10:56:43 AM Pagel �I W:400 R: 387 Cant:10- 8 U: 193 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 "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 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 4x4---.._... r L= Cant:9- O W:308 W:400 Cant:1- 0- 0 R: 470 R: 494 U: 191 U: 238 BC. 8-6-0 - 9-8-0 ALL PLATES ARE LOCK20 Scale: 0.534" = 1' 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- B- 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 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 ---------- * -B 0.13 316 C 0.00 0.13 B -C 0.15 318 C 0.00 0.15 --------Bottom Chords --------- A -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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. 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 PlusTM 01996-2005 Version 18.0.014 Engineering - Portrait 217/2006 10:56:43 AM Page 1 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, 1-2-0 370-0 3-8-0 3-0-0 5x6 4x4 BC I I W:400 W:400 Cant:1- 2- 0 R:1086 R:1361 U: 451 U: 609 8-4-0 9-8-0 ALL PLATES ARE LOCK20 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 WG --- 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 ---------- * -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 --------- A -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 it Type Pit 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: it React Uplft Size Req'd FBC2004 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering -Portrait 2/712006 10:56:42 AM Pagel Scale: 0.532" = 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 "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 BWDI3CBUR 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 _ i 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) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 4- 0- 0 335 113 Hz = 101 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 48 C 0.00. 0.08 --------Bottom Chords --------- A -C 0.14 0 T 0.00 0.14 ------------- Webs ------------- C -B 0.02 90 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.23 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761, ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Scale: 0.757" = 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 Robbins Engineering, Inc./Online PIusT" ®1996-2005 Version 18.0.014 Engineering - Portrait 2t7/2006 10:56:46 AM Page 1 Job Mark Quan Type Span PI-H1 Left OH Right OH Engineering -BWD13CBUR MV2 2 VLMA. SB 20000 6 0 0 ENGLE/BWDI3CBUR/M#3813 Online Plus -- Version 18.0.014 RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP42 BC 0.00 2x 4 SP42 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 1-0-0 HO 1-0-0 TC: 2-0-0- 6 2x4 } 1 'r.r:,5 i I BCI 2-0-0 2-0-0 ALL PLATES ARE LOCK20 C x4 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 15 C --------Bottom Chords --------- A -C 0.00 0 T ------------- Webs ------------- C -B 0.00 36 C WindLd LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -B 0.03 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area 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 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 - Portrait 2/7/2006 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 Pl-H1 Left OH Right OH Engineering BWDI3CBUR V8 1 VL. SB 80000 6 0 0 ENGLE/BWDI3CBUR/M#3813 2-0-0 TC I 4-0-0 4-0-0 4x4 u *2x4 ;Yh t is - s L TM �` y f SY�y+°' m ib i4� -1 b-fy' r RLy� Y*"�+9E.v'�� t ��.F v-�tit..t xf, ff�y.•����l1(r �»c�'rH! 5-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.719" = 1 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd Design checked for 10 psf non- ---------- Top Chords---------- concurrent LL on BC. Online Plus -- Version 18.0.014 A -B 0.07 62 C 0.00 0.07 Wind Loads - ANSI / ASCE 7-02 RUN DATE: 07-FEB-06 B -C 0.07 62 C 0.00 0.07 Truss is designed as a Main --------Bottom Chords--------- Wind -Force Resistance System. CSI -Size- ----Lumber---- A -D 0.13 0 T 0.00 0.13 Wind Speed: 120 mph TC 0.07 2x 4 SP-#2 D -C 0.13 0 T 0.00 0.13 Mean Roof Height: 25-0 BC 0.13 2x 4 SP-#2 ----------Gable Webs---------- Exposure Category: B GW 0.02 2x 4 SP-#3 D -B 0.02 145 C Occupancy Factor : 1.00 Building Type: Enclosed Brace truss as follows: LL Defl 0.01" in D -C L/999 Zone location: Exterior O.C. From To TL Defl 0.01" in D -C L/999 TC Dead Load 7.0 psf TC Cont. 0- 0- 0 8- 0- 0 Shear // Grain in A -D 0.21 BC Dead Load 3.0 psf BC Cont. 0- 0- 0 8- 0- 0 DL Defl 0.00" at L/999 Max comp. force 145 Lbs Quality Control Factor 1.00 Loading Live Dead (psf) Plates for each ply each face. TC 20.0 15.0 PLATING CONFORMS.TO TPI. FABRICATOR NOTES: BC 0.0 5.0 REPORTS: SBCCI 9761 1. EAST COAST LUMBER & SUPPLY Total 20.0 20.0 40.0 ROBBINS ENGINEERING, INC. F.M. HILPERT, P.E.#50477 Spacing 24.0" BASED ON SP LUMBER 5285 ST. LUCIE BLVD. Lumber Duration Factor 1.25 USING GROSS AREA TEST. FORT PIERCE FL. 34946 Plate Duration Factor 1.25 Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "BCSI-B1 TC Fb=1.15 Fc=1.10 Ft=1.10 Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE BC Fb=1.10 Fc=1.10 Ft=1.10 it Type Plt Size X Y JSI HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET Plus 6 Wind Load Case(s) REFER TO ROBBINS ENG. GENERAL FOR: 1-JACK NAILS. Plus 1 UBC LL Load Case(s) NOTES AND SYMBOLS SHEET FOR 2-TBRACE. 3-BEARING BLOCK. ADDITIONAL SPECIFICATIONS. 4. DESIGNER: JLW Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: it React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 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- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/200610:56:47 AM Page 1 Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering °BWDI3CBUR V4 1 VL. SB 40000 6 0 0 ENGLE/BWDI3CBUR/M#3813 TC. _ _ _ _...-0-0-- 6 4x4 S 1-0-0 2x4 2x4 .. _ _....___ 4_0_0.. ....._.__.___......__...._ ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Online Plus -- Version 18.0.014 Shear // Grain in A -B 0.03 RUN DATE: 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 SP42 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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.33 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: Plus 6 Wind Load Case(s) FBC2004 Plus 1 UBC LL Load Case(s) Design checked for LL on BC per BOCA (section 1606.2.3), 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- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:48 AM Page 1 Scale: 0.888" = 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 74 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 HJ% 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 4.243' 2x4 D W 108 3-9-15 :. 288 : 185 3x3 A rr C 3x3 �I 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- TC 0.54 2x 4 SP-#2 BC 0.92 2x 4 SP-#2 WE 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 120 5-11 1- 0 Hz = 142 B 289 186 1- 8 1- 0 Hz = 224 C 397 95 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -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 Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), 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 Robbins Engineering, Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering -Portrait 2/7/2006 10:56:48 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWD13CBUR HJ3 4 ENDJO 40215 4.243 1- 7-13 0 ENGLE/BWDI3CBUR/M#3813 HO 3-15 HO 1-9-15 TC 1-7-13 4-2-15 2x4 R 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' Robbins Engineering, Inc./Online Plus- Jt 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 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 Girder King Jack at Panel Points and Mid -panel Loading TC and BC on BC Setback 3- 0- 0 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:49 AM Page 1 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 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering BWDI3CBUR EJ7 30 ENDJO 70000 6 1- • 2- 0 0 ENGLE/BWDl3CBUR/M#3813 3-10-3 HO 4-3 HO 3-10-3 Tc 1-2-0 7-0-0 8 L5 58 it 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 Gat, 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 PIUS- O 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 10:56:49 AM Page 1 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 BWD13CBUR Mark EJ3 Quan Type 6 ENDJO Span P1-H1 30000 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 1-10-3 TC -1-2-0 .. ._.__. __.._ _.3-0-0 - ---' 6 i 1-10-3 2x4 A � C W:108 R: 91 U: 68 } "M W:400 W:108 R: 262 R: 218 U: 63 U: 5 - - 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- D BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 64 4- 0 1- 0 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), B 92 68 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 218 5 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 2!712006 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 "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 CJS 8 ENDJO 50000 6 1- 2- 0 0 ENGLE/BWDl3CBUR/M#3813 HO 4-3 HO 2-10-3 TC 1-2-0 5-0-0 2-10-3 3 13 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 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: �C2004 it 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- ©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 "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 BWDI3CBUR Mark CJ3 Quan 8 Type ENDJO Span P1-H1 30000 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/BWDI3CBUR/M#3813 Ho 4-3 HO 1-10-3 TC 1-2-0 3-0-0 i 6: 1-10-3 2A A IC / W:108 \/ R: 91 U: 68 i W:400 I W:108 R: 262 R: 218 U: 63 U: 5 BC! 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 --------- TIC 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 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 10:56:51 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 Job MarkP uan Type Span P1-H1 Left OH Right OH Engineering BWBI3CBUR CJl16 ENDJO 10000 6 1- 2- 0 0 ENGLE/BWDI3CBUR/M#3813 HO 4-3 HO 10-3 TC 6I, C 2x4 10-3 A I W 108 R 148 U:', ;17 W:400 W:108 R: 235 R: 205 U: 46 U: 4 BC _ - - 1-0-0 1-0-0 ALL PLATES ARE LOCK20 Scale: 0.716" = 1' Robbins Engineering, Inc./Online Plus - Hz = 12 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 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 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 235 46 3- 8 1- 0 Design checked for LL on BC Hz = 23 per BOCA (section 1606.2.3), B 48 17 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 205 4 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 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 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 Engineering 10X14H3 H26 1 HIPP 140000 3 1- 2- 0 1- 2- 0 ENGLE/1OX14H3/M#3812 HO 3-14 TC1-2-0 5-0-0 1-6-14 HO 3-14 4-.0-0 5-0-0 _ _172-0 4x8 4x4 B C 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 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. 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- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 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 "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 Eitgitieeritig IOXI4H3 T27 2 TR 140000 3 1- 2- 0 1- 2- 0 ENGLE/10X14H3/M#3812 HO 3-14 HO 3-14 TC. 1-2-0 7-0-0 _ __... 7_-0-.0 1-270 4x4 B 2-0-14 BC 4x4 W:400 R: 651 U: 110 14-0-0 14-0-0 ALL PLATES ARE LOCK20 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 SP42 ------------- 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 Jt 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 Jt 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 ROCA (section 1606.2-3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - Scale: 0.403" = 1' concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: 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 "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 PIusTM © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 2:16:31 PM Page 1 Online Plus -- Version 18.0.014 A RUN DATE: 07-FEB-06 CSI -Size- ----Lumber---- TC 0.58 2x 4 SP-#2 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 20.6 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 Job • 10XI4H3 Mark HJSA Quan 2 Type Span MONO 70014 P1-H1 Left OH 2.121 1- 7-13 Right OH 0 Engineering ENGLE/10X14H3/M#3812 HO 3-12 BO 1-6-12 TC 1-7-13 7-0-14 2x4 B 2.121 1-6-12 2x4 A JJ C 2x4 I I � W:108 R: 937 U : 78 W:511 W:I1108 R: 353 R: 251 U: 106 BC _ 7-0-14 -- - - - 7-0-14 _ - _ ALL PLATES ARE LOCK20 Scale: 0.561" = 1' Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx 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 Gat, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack 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- © 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 2:16:31 PM Page 1 Job 10-N-'14H3 Mark EJSA Quan Type 3 ENDJO Span P1-H1 50000 3 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/10X14H3/M#3812 HO 3-14 HO 1-6-14 Tc. 1-2-0 _ 5-0.-0_. ... _.! D 3, 1-6-14 2x4 A C W:106 R: 48 U:�40 W:400 W:106 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 --------- TC 0.25 2x 4 SP-#2 A -C 0.38 22 T 0.00 0.38 BC 0.38 2x 4 SP-#2 LL Defl -0.02" in A -C L/999 Brace truss as follows: TL Defl -0.04" in A -C L/999 O.C. From To Shear // Grain in A -C 0.18 TC Cont. 0- 0- 0 5- 0- 0 DL Defl 0.00" at L/999 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) 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 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 PlusTM O 1996-2005 Version 18.0.014 Engineering - Portrait 2n12006 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 • IOXI4H3 Mark CJ3A Quan 4 Type ENDJO Span P1-H1 30000 3 Left OH Right OH 1- 2- 0 0 E»gi»eeri»g ENGLE/10X14H3/M#3812 HO 3-14 HO 1-0-14 TC 1-2-0 3-0-0 3 1-0-14 2x4 A Y �. wy.'0 R: ':, i 8 6 U:' �22 W:400 W:108 R: 257 R: 219 U: 63 BC _ 3-0-0 1 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 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 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- O 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 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 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-131 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Eirgi►teeriirg IOXI4H3 CJIA 4 ENDJO 10200 3 1- 2- 0 0 ENGLE/l0X14H3/M#3812 7-6 Online Plus -- Version 18.0.014 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 HO 3-14 HO 7-6 TC 1-2-0 1-2-0 3; 2x4 A ssf�� W:168 R:j 54 U:� 4 I I W:400 W:108 R: 234 R: 208 U: 54 U: 2 Bc 1-2-0� ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- -------- Bottom Chords --------- LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -A 0.00 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 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 bb on DC 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 PIUSTM ® 1996-2005 Version 18.0.014 Engineering - Portrait 2/7/2006 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 "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 W. DONALD OSTEEN President P. ALLEN OSTEEN Executive Vice President a October 30, 2006 City of Sanford Building Division 300 N. Park Ave. Sanford, FL 32771 CHARLIE MARTINEZ Vice President Truss Division FORT PIERCE MELBOURNE Dear Sir or Madam, Regarding the "Plan Review Response" for Lot 136 Kays Landing (Address: 514 Kays Landing Drive), we have enclosed the sealed engineering sheet for the ML 1 & ML2 as per your request. If you have any questions, please contact me at 772-466-2480 X1909. Thank you. Sincerely, Armando Cano, Jr. Senior Truss Designer East Coast Lumber -Truss Division WE'RE HERE TO HELP YOU BUILD A BETTER WAY.TM W\ I 5285 St. Lucie Blvd. o Fort Pierce, FL 34946 • (772) 466-2480 • Fax (772) 466-5336 \VI www.e.astcoastlumber.com • e-mail: ftptruss@eastcoastl,umber.com TM 3VVD13CB-ML1 CI FAcr rnAcr Tor coo 2005.1 Allowable alress Dealgn NOTE: 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY LOAD TABLE 4 BEAMS 1.76 X 16.000 LP LVL2250Fb-1.SE DESIGN CRITERIA : 1.41 THE VERTICAL LOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (UU1I). DESIGN OTHER LOAD CASES CONSISTS OF 4 - PLIES FASTENED VSI: VSI: 0.41 OTHERS. OF LOADING, DEFLECTION (DIMEN ARE CHECKED MESAS RED F TOGETHER (REFER TO NOTES). LIVE LOAD 20 PSF NS, FRAMING (DIMENSIONS FROM LEFT END LIMITATIONS, FRAMING METHODS, WIND AND SEISMIC OADING SPAN OR CANTILEVER.) ) DEAD LOAD - 20 PSF BRACING, AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD - 40 PSF ALWAYS REQUIRED IS THE RESPONSIBIUTY OF THE FT-IN-SX FT-IN-SX PROJECT ENGINEER OR ARCHITECT. I DISCLAIM ALL UNIFORM ROOF DEAD TOP 526 PLF 02-04-00 12-04-00 0.90 ROOF LEFT SPAN CARR. 0.00 FT RESPONSIBILITY FOR ALL PLANS, SPECIFICATIONS UNIFORM ROOF LIVE TOP 420 PLF 02-04-00 12-04-00 ROOF RIGHT SPAN CARR. 0.00 FT OR OTHER DOCUMENTS THAT MAY BE USED TO INCORPORATE THIS COMPONENT INTO THE UNIFORM WALL DEAD TOP 110 PLF 00-00-00 20-04-00 1.25 0.90 DEFLECTION BUILDING DESIGN. TRAPEZOIDAL UNIFORM ROOF ROOF DEAD TOP 90 PLF 14-04-00 20-04-00 41 PLF 0.90 CRITERIA LIVE LOAD DEFL: L 2. PROVIDE RESTRAINTAT SUPPORTS TO ENSURE UNIFORM ROOF DEAD DEAD TOP 79 PLF 00-00-00 04-10-00 0.90 / 240 TOTAL LOAD DEFL: L / 100 LATERAL STABILITY. TRAPEZOIDAL ROOF LIVE TOP TOP 79.PLF 72 PLF 16-06-00 14-04-00 20-04-00 20-04-00 32 PLF 0.90 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 5. VERIFY DIMENSIONS BEFORE CUTTING UNIFORM BEAM WEIGHT 32 PLF 00-00-00 20-04-00 0.90 CODE COMPLIANCESs=^ate-. . LP LVL TO SIZE. 6. THIS LP LVL IS TO BE USED AS A CONCENTRATED ROOF DEAD TOP 1738 LEIS 01-04-00 MINBRG-2.50" 0.90 , REPORT-M ICBO ROOF BEAM ONLY. CONCENTRATED ROOF DEAD TOP 1734 LEIS 13-04-00 MINBRG-Z.50" 0.90 0.90 ER 5004 MAKE PROVISION FOR ADEQUATE DRAINAGE. CONCENTRATED CONCENTRATED ROOF ROOF LIVE LIVE TOP TOP 1391 1387 LEIS 01-04-00 MINBRG-2.50" CCMC 11,A 6i.RI N.Y. CITY ',rME"R -97 94 7. PROVIDE COMPRESSION EDGE BRACING AT CONCENTRATED ROOF DEAD TOP 726 LBS LEIS 13-04-00 MINBRG-2. 50" 1 .25 WISCONSIN 2Gt0124 H '!-fir 4�„r ' ✓a, 24" O.C. OR LESS. CONCENTRATED ROOF DEAD TOP 726 LEIS 07-06-00 13-10-00 MINBRG-2.50" 0.90 L.A. C1i!'1'tP,A"25167� `-4', DESIGN ARE CONCENTRATED CONCENTRATED ROOF ROOF LIVE TOP 581 LEIS 07-06-00 MINBRG-2.50" MINBRG-2.50" 0.90 1.25 HERZ, �.�'6,?n HUD..';',-' t try 1219D TOTO EDGE APPLIED TO TOP EDGE OF LP LVL, SUCH THAT LVIL, SUCH CONCENTRATED ROOF LIVE DEAD TOP 581 LBS 13-10-00 MINBRG=2.50" 1.25 t, LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. CONCENTRATED ROOF DEAD TOP TOP 553 553 LEIS LEIS 05-10-00 15-06-00 MINBRG=2.50" 0.90 L-s { <•''°� ATTACH ALL FOUR PLIES WITH 2 ROWS OF 1/2" CONCENTRATED ROOF LIVE TOP 442 LEIS 05-10-00 MINBRG-2.50" 0.90 y DIAMETER, ASTM GRADE A307 OR EQUAL, BOLTS AT 24" OC STAGGER ROWS USE FLAT WAS CONCENTRATED ROOF LIVE TOP 442 LEIS 15-06-00 MINBRG-2.50" MINBRG-2.50" 1.25 1.25 z ���. _ "`" ° cs' •.~c RS CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL 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 HANGERS. 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 E A R I N G N U H B E R 1 2 1 14457 10689 16.000 2 8674 65B0 MIN BEARING SIZES (IN-SX) 1.750 5- B 8- 0 3.500 5.250 7.000 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.53" 0.99" DEAD LOAD 1.19" TOTAL LOAD 1 32" 1.32" Handling 6 Erection Temporary and permanent bracing for holding component plumb and for resisting lateral forces shag be designed and Insladed by others. No loads are to be applied to the component until after 20 the framing and fastening are completed. At no time shall loads greater than design bads be applied to the component. (Design Criteria I The daslgn and material specified are In substantial conformity with the latest revisions of NOS and AITC. Dead land deflection Includes adjustment factor for neap Total bad deflection Is IrWamaneous. Miscellaneous Information The use of this component shall be specified by the designer of as complete structure. Obtain sit the necessary code compliance approval am hstrualons from the designers of the complete structure before using this cumpommL If the design crHe" fisted above does not meet local building code requirements, do not use this design. When this drawing Is signed and seated, the structural design Is approved as shown In this droving based on data provided by the customer. LP LVL and CTR, LP yclsts are made without camber and will deflect under load. Wood In direct caNacl with concrete must be protected as required by code. Continuous lateral support Is assumed (wall, floor beam, ate.). tP does not provide on -sae 6tepectlon. This drawing must have an Arrltaecrs a Engineer's seal saxed to be considered an Engineering document. OF'Flut: 0 S k' <_ PROJECT DESIGNER TO PROVIDE ADEQUATE UPLIFT AND/OR LATERAL 17� q ANCHORAGE FOR THIS BEAM AND THE MEMBERS ATTACHING TO IT. .r s' :;`; e LP LVL ROOF BEAMS ARE MANUFACTURED WITHOUT CAMBER, THEREFORE, INS:' ADDITION TO COMPLYING WITH THE DEFLECTION LIMITS OF LOCAL BUILDING CODES," OTHER DEFLECTION CONSIDERATIONS SHOULDBE EVALUATED BYTHE 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"• LP LVL and CTR, LP I-Jolst SpeCtficallons LP Engineered Wood Products 2do0.1 • Supports and connections for LP LVL and CTR, LP Wows to be speciflc a,,p.cotians. 2706 Highway 421 North ilVi7/Oa SBCCI ' Common nails driven parallel to glue Ilnes sail be spaced a minimum of 4• for 1 W 2706 igo w NC 28No1 and d" for ed. WilmLocal 910.762.9878 'Do not cut, notch, drill or agar LP LVL and CTR. LP I•Jolats except as shown in published material from LP any use of LP LVL and CTR, LP I.lolsts contrary to the N30onal Wale 800.999.9106 limits sal forth herson,negales any express warranty of the product and LP disclaims all Implied warranties Including the Implied warranties of merchantability and illness for a Particular use. A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR DWG 0: 0610-075 IP b a registered trademark of Loulslana-Patlaa Conporellon. SHEET # 1 of 2 919: LAEntilneerinONWoode 20D61October10610-0751RWD13rR-MI 1 cox BWUI3CB-ML2 FL EAST COAST TRUSS 20WA Allowable StressDesign LOAD TABLE NOTE: 2 BEAMS 1.76 X 16.000 LP LVL2250Fb•1.5E 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES) . OTHERS. VERIFICATION OF LOADING, DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIMITATIONS, FRAMING METHODS, WINO AND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) BRACING, AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE FT-IN-SX FT-IN-SX PROJECT ENGINEER OR ARCHITECT. I DISCLAIM ALL UNIFORM ROOF DEAD TOP 392 PLF 06-00-00 12-00-00 0.90 RESPONSIBILITY FOR ALL PLANS, SPECIFICATIONS UNIFORM ROOF LIVE TOP 313 PLF 06-00-00 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 INCORPORATE THIS COMPONENT INTO THE UNIFORM ROOF LIVE TOP 229 PLF 00-00-00 13-00-00 1.25 BUILDING DESIGN. UNIFORM ROOF DEAD TOP 174 PLF 00-00-00 11-00-00 0.90 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF LIVE TOP 139 PLF 00-00-00 11-00-00 1.25 LATERAL STABILITY. UNIFORM WALL 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 5. VERIFY DIMENSIONS BEFORE CUTTING UNIFORM BEAM WEIGHT 16 PLF 00-00-00 20-00-00 0.90 LP LVL TO SIZE. CONCENTRATED ROOF DEAD TOP 1791 LBS 07-00-00 MINBRG-2.50" D.90 6. THIS LP LVL IS TO BE USED AS A CONCENTRATED ROOF DEAD TOP 1444 LBS 13-00-00 MINBRG-2. 50" 0.90 ROOF BEAM ONLY. CONCENTRATED ROOF DEAD TOP 1444 LBS 20-00-00 MINBRG-2.50" 0.90 MAKE PROVISION FOR ADEQUATE DRAINAGE. CONCENTRATED ROOF LIVE TOP 1433 LBS 07-00-00 MINBRG-2.50" 1.25 7. PROVIDE COMPRESSION EDGE BRACING AT CONCENTRATED ROOF LIVE TOP 1155 LBS 13-00-00 MINBRG-2.50" 1.25 211"D.C. OR LESS. CONCENTRATED ROOF LIVE TOP 1155 LBS 20-00-00 MINBRG-2.50" 1.25 CONCENTRATED ROOF DEAD TOP 957 LBS 12-00-00 MINBRG-2.50" 0.90 DESIGN ASSUMES COMPONENTS CARRIED ARE 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 (3-12-) 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 (3-114-) MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED.TO ALL PLIES. ADDITIONAL SUPPORT REACTIONS (LBS): MAXIMUM B EARI N G N U M B E R 1 2 3 DOWN 5522 18635 1302 UPLIFT --- --- --- 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" 3 Erection 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 15 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 UPLIFT AND/OB LATERAL ANCHORAGE FOR THIS BEAM AND THE MEMBERS ATTACHING TO IT. Miscellaneous Information 16.000 1.750 13500 CROSS SECTION Temporary and permanent bracing for holding component The use of this WRIPWeM 9=1 be specified by the designer of me plumb and for restating lateral forces shall be designed and complete structure. Obtain act the necessary code compliance approval am Instal" by others. No bads tee to be applied to the instructions from the designers of the oompleta structure before using this component undl aver at the framing and fastening are component. If the design anent listed above does not meet local building completed. At no time shay beds gnslst tun design loads code requirements, do not use this design. When this dmwkg Is signed be applied to the component. and sealed, the structural design is approved as sho n in this drewing based on data provided by the customer. LP LVL and CTR. LP 4joisis are Design Criteria made without camber and w@ deflect under Iota. Wood In direct contact The design and material specified an In subsISAW w41h concrete must be protected as required by rods. Continuous lateral conformity with the latest revisions of NDS and ARC. ' support is assumed (wall, floor beam, etc.). IP does not provide on -site Dead Wad deflection Includes adjustment facto for asap. Inspection. This dreMng must have an Architect's or Engineer's seal waxed Total load deflection Is Instantaneous. to be considered an Engineering document. DESIGN CRITERIA MSI: 03 VSI: 0.e3 LIVE LOAD - 20 PSF DEAD LOAD - 20 PSF TOTAL LOAD - 40 PSF ROOF LEFT SPAN CARR. O.OD FT ROOF RIGHT SPAN CARR. 0.00 FT DEFLECTION CRITERIA : LIVE LOAD DEFL: L / 240 TOTAL LOAD DEFL: L / 180 CODE COMPLIANCES : REPORT # ICBO ER-5004 CCMC 1151E-R N.Y. CITY MEA 97-94-E WISCONSIN 200124-W L.A. City RR 25167 NER 622 HUD MR 1214D uiz Otis dl! mot. o o zmj'.. ra -tom .\.%tit 12 0 r 13- 0- 0 7- 0- 0 20- 0- 0 - THIS DRAWING IS NOT TO SCALE - P LVL and CTR, LP IJoist Specftations LP Engineered Wood Products 1WI7/0e SBCCI 2001LI Supports and connections for LP LVL and CTR. LP worts to be specific applications. 2706 Highway 421 North Common nailsdriven parallel to glue lines shall be spaced a minimum of 4' for 10d Wilmington, NC 28401 and 3' for lid. Local 910.762.9878 Do not lid, notch, drill or after LP LVL and CTR. LP IJolsta except as shown In National Wets 800.999.9105 published material from LP any use an of LP LVL d CTR. LP WoLsls contrary to the limits eat fort herem,negates any express warranty, of the product and LP disclaims sit Implied warranties Inducing the Implied wanartles of marchardabttly and mness for a particular use. 0610-075 DING # OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR LP Is a registered trademark of Louisiana-Padrk Corporation. SHEET # 2 Of 2 File: L:1EnglneeringlWoode 2DO6\OctobarMlG-075\BWDI3CB-ML2.SPX Oak- idge° PRO 30"' 1. .^ _ �s�® Sophisticotecl Design & v�et`• 1 = - _ x _ Dimensional Performance ,, 9 . � c � _ � • _ � � _ _ The'nntfed color blends and Subtle sltadoa•s featured ill Oakridge'PRO .30 shingles acid de)th and dimension „A t(1 ,C(llll''I10111C g� � s' " Two asphalt shln�lrs tit ill> l rough Fibe ,las main ` core're hondcld together and cosered'.in colorfW; Cl1lllhlPtitl►flCt 1111�11e5'." . ie O -rid" PPO'::,n AR shingles clrrt a sepamfea:. _U ae R siatance Limited lCa1►`antt.':: ' a ;0 ,ear limited i tlt ult� Durable �seii[he1m� `1�(te asphalt composlhon: e a 0 411 IXind PesistanceLimited Warran hel' s ensure performance. P ` CUsc L L Fu-e Rating "' the i ldustra°s = hlhest ratulg • Enhanced icailantc protection arid" extended pelipd of non'hrorated • x ' Tli" PFOtection coveia e of 10 years wit ll optional Stctem dvmta-e K6 Limited ttar1a nti ;:: ®W„ Q t'- ' 41 �� � � � Tle � li chteetuf�crl•Ser�ies t - h` " a110�� etts Coining -Axel&ectural Series products are designed and ens"'leered to,help tiou create a dLstuicd e, it � one of a`laical" stele for •our nomes'extenor.`i V-4 .t u .P r6dija Specific ;4 ations F Nsize ominal 13%",x 3WW/ lY� Ezpos'ure+ an'y "s ;*. a �+a� " 'T:.r%5n. Shingles per square' 66 ' Bundies`per iquare - 3 ' +° :Coverage per square 99°9 c R° ,t Testecl;for7Exceffence - <� 'All CMfens Corning°shingles are heavily tested to meet or :Y ' exceed applicable standards measuring Ere coverage y and w rid resistance. ' ' .Applicable 5t6ndards'&'Codes., ASTM D, 3462 n� ASTM D 223` a i 49M E;108 Class A yA iUL790Class A y 1 °`ASTMD 3161 x " 'UL 997 +: r ASTM}D',,3018 Type 1, : Florida Budding Cc&' �•ti' �� t ;;,� � __ _ #3 - s$ .',P+�� F , Via' V39 P1Gfl$ dal' '. �F13 �" _ tt 3 lacksonvJle � �_ 6 Aticnta GA t� y`' 1'h F ,:'.f $ee CCtUCt WCt^fitCtic rid equrtements , #` �+%W;,� e �'�.�� �'.'."�'is�l"'`...t4 .....,�'k;.➢t S.?'.,. _ P "r 03/26/02 UIE 15:51 YA.& 4U7J8U1jVX t�xwn rvr�nnoii.v - - -= PANVEST GROUP N _1AfQ LtN(3BR4NQ * t i V F-i 0 4 s t WL 3, Rd.10, Industrial Pack, Taichung City, Talwcar► LEE CFiU EN�"ERPRfSE C ., LTD. Tot: 985-4-359.3508 Fax: BU-4-359-U47 E.p a- Ieichu@misLhirud not. February 3, 1999 SUMECT: V to 3"x .120" Smooth or Ring Shank Electro-Galvanised Nail Wirt Diatncter.-.120 +/- .001" Length:.975"' min., 3.016" max. Bead Diameter:.275" min., 375" max. Thread Diameter: (ring shank) .132" min., .135" max. Ring/Inch: (ring shank) 25 min. to 29 max. Galvanization: Electro Galy. w/ 6-8 microns chromate The above mentioned nails made for Interchange Brand meet ASTM641-92 and are Class 1 galvanized. rtts Z( 2002 08'22 FR OWENS CORNING 2-n 419 248 7354 TO 913213481001 P.06i34 " File'R24753 Page'T1-T •of 1 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 So in. wide by 66 in. long. Nominal 2 by 4 in. dimensional lumber provided the support and rigidity required for handling. The Plywood was secured to the support lumber with ad nails. One layer of Underwriters Laboratories Classified Type 30 asphalt saturated felt (ASTM D226, Type II) underlayment was applied to the deck, utilizing a 2 in, overlap and cap nails spaced 12 in. oc. eagles were applied,by using four, standard 1 1/2:in. galvanized roofing wails per. Shingle by Underi�+r,i;ters .L -e , ", 'cries• personnel parallel to the short dimension of the test panels while at -room temperature (80 f 15°F) and in a manner recommended by the manufacturer. The panels were maintained at an incline of one verticals inch for each six horizontal inches during application of the shingles. No adhesive other than the factory -applied adhesive was used to fasten down the tabs and no pressure was applied to the shingle"tabs either during or after application. The panels were placed into a conditioning cell while maintaining the one in six incline at a temperature within the range of 135°F to 1400F for a continuous period of 16`12. After conditioning the panels were allowed to cool to room temperature amain while maintaining a one'in six incline. Two tests were conducted, unless the first test yielded unsuccessful results. FW SULTS At no time during the 2 h period of exposure did any test panel experience 1) the adhesive of the self-sealing shingle fail to restrain any full shingle from lifting nor 2) any free portion of a shingle lift ao as to stand upright or bend back on itself. Report by.. / All Martin R Rowan Sr. Project Engineer MR/DM:Iib DMG Reviewed by: Douglas C Miller Engineering Group Leader TAMKO* NO..15 UL felt features,a premium =� quality TAMKO organic felt (non -perforated) that is saturated with asphalt r - Accepted for use as an undedayment felt to be applied ` over the deck prior to the installation of TAMKO asphalt " shingles. Underwriters Laboratories Built -Up Type 15 Label ASTM: D:226, Type I Roll Dimensions Coverage;per roll Laying Lines *All values stated as nominal 144` X 36' 4 Squares 2°, 6-1/2', 11-1/40, 1T CAUTION: The National Institute for Occupational Safety and Health (NIOSH) has corr-luded that fumes of heated asphalt are a potential occupational carcinogen. Do not heat or bum this product. TLA IMM I % U Visit our Web Site at www.tamko.com oerloot C4rllilll D&M 220 W&I A 9f., J810h, Ma 66-641-4691 HOOFING !t® ®CTS Northeast District 45M Tamko Dr., Frederick, MD 21701 800-M-2055 TAmQ0is a m9WffW VadmWk d TAMKD Southeast District Southwest District 2300 35th SL, Tuscaloosa, AL 7910 S. CentralDallas, TX 35401 75216 800-228-2656 800-443-1834 o P. ' trio. Western District 5300 East 43rd Avve.,� Denver, CO 80216 800-530-W68 WATER-RESISTANT UNDERtAYMENTS Water resistant underlayment is a product that.consists of organic felt impregnated with asphalt saturant Some water-resistant undedayments, - such as CertatnTeed's. Roofers' Select, also contain`a fiber glass rein . forcemeat which increases tear strength and reduces wrinlding Water-resistaat:arnderlaymentwas originallyinvented 'to keep the roof decking dry until shingles could be applied Applying this under layment was orio2 y tailed "drying -in: the roof." It was also useful as a sepdration:sheet between the roof sheatbing boards. (before OSB and ood 'sheetWereused as roof decking) zad the asphalt.shin- Pam' gles This was miportant because resni'pockets` . the pine planks caused the - halt io: P a Prematurely unless the undedayzaeat sepairate&the resin `and asphalt -from each;othe . Water resistant;undedayment is made to .shed most of the ,water that falls on it unless: it is torn or punctured. Its ability to be }eater- resistantis temporary As the sun degrades the ezposed'asphah the min"=ins Iltis.n to d-f, absorb more moistUM Lose its. strength and tat any legtn to teat: The less asphalt used to saturate the under- y layaem sheaf_ during manufactrmg, tfie shorter its :life Since asphalt >s them _ . _._ °see .Qve:mmponerit of shingle andedayment, lower pnced mateaals will.have less asphalt and a shorter life when exposed. w the sun Lower priced shingle. underlaymeat, for the same reason, is aso sublecx to severe wrinkling when it'gets wet or even just damp. IJnderlayneut rs used under asphalt shingles for. a variety of reasons, suck as providing ♦ Backup for water shedding protection of the deck if shingles fail from wm� lain. The:lower. the slope, the more important 'undez iapment is, snee water flows more easily under shingles on. . lout slopes: + A protective tamer to the elements between the time.the old shingles haveQ tom off -and prior to the new. shingle being . appL'ed .Howeve�.the *" yMent should not be.rehed on as a temporary roof system, �cially.when the drip edge flashing is not yet in place It is unlrkelT.Wprevent.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. 46 Chanter 5 INSTALLATION GUIDELINES FOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the installation of water-resistant . shingle undedayment.These guidelines can be used regardless of the . weight of the underiayment. However, always be sure to consider the . local codes OVERNIGHT EXPOSURE If underlaymeat has been eanosed overnight, moisture from dew should he allowed to completely, drybefore shingling over L'this does not happen, .the moisture will become trapped beneath the shingles. Wrinkling can telegraph dwough-.the shingle and make a good shingle job look terrible The worse part is that the job can look good when you leave in- the evening but the wrinkles can reappear the neat morning when the homeowner will notice them While we've discussed underlaymeat being exposed overnight, it is highly recommended that the roofing contractor. only tear off what -he can shingle over that same day This prevents the most common underlaymept installation problems. FASTENER .TYPE:. . CertainTeed recommends Using nails rather than staples.; Nails provide more resistance against undeclayment tear. out Itis very important,•: whether hand nailing or using a pneumatic gun, that the fasteners be driven flush. INSTALLATION METHOD. - When applying underlayment the keg is to keep the product as. wrinkle free as possible. 1. Unroll the underlayment parallel with the eaves.. The eaves edge of the underlayment should go OVER the drip edge.eaves flashing, but go UNDER the drip edge flashing.along.the rake. Figure 5-1. Applying Water-Res7stant Underlayment Along The Eaves And Rake The type of decking material used may influence the holding power of the fasteners. Your experience may Here Are indicate that more fasteners are necessary in some situations. Some Tips... For steep roofpitches above 7.12 consider adding a third row of fasteners, making each row 9" apart instead of 12" apart Dennis Torback from Fulton, KS tells us: "1 always use Plasti Top nails on felt, .it resists tearing under foot 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.) WARNING When installing undedayment where hot vent stacks protrude (from wood burning stoves etc.), it is important to allow a minimum 2" clearance. Check fire codes. HIGH WIND / OVERNIGHT. RECOMMENDATIONS: If planning to leave water-resistant underlayment exposed overnight, or for a longer period of time, or if high winds are expected, any of. the following suggestions or a combination of them can be used for additional protection: • Use cap nails or tin caps. • Decrease the nailing spacing recommended above, using additional fasteners. ♦ Nail 2x4 stringers across lap areas. DEALING WITH WRINKLES AND BUCKLES ake � ` aaa�\aY �s 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 Eooe of the wrinkles may "telegraph" (show) through on the finished roof. Of course, wrinkles and buckles can also result from incorrect 6 installation. If these problems appear, several approaches are available to eliminate them. Fust, the underlayment can be replaced Second, Figure 52 Standard Nailing Pattern For Water -Resistant Un4nialmrent the wrinkles an be cut and repaired alth patches and asphalt plastic cement. Third, wet and wrinkled underlayment can be allowed to dry 3. Succeeding courses should be unrolled in a similar manner over- out naturally from exposure to the sun. As the underlayment dries, lapping the previous course. by-2"..-Be-caref A-to-r-oR-it-out-straighE---them-Inkles-often "pulYdown" and-dis appeaL as the underlayment will tend to slide down the pitch of the roof The best solution for wrinkled underlayment is prevention. and end up crooked. The spacing of nails in this overlap area Applying high quality, well -saturated felt, such as Roofers' Select; should approximately 6" apart, centered in the 2" area will eliminate many wrinkling type problems. Ask your supplier for (See tipss below.) the highest quality he can obtain. Do not assume the underlayment he 4 if the length of the roll is not sufficient to complete the entire run, stocks is the best available. Be willing to pay more for a superior an end lap of 6" is required We recommend two rows of nails product The cost of high quality underlayment adds very little to the 6" apart to hold the lapped edges in place. End laps should be cost of a job and can often be offset by the savings from reduced located 6-8' from any other end lap that may be in the preceding rework and repain'Installers who insist on the lowest prices for underlayment course. underlayment are the cause of the low quality underlayment generally found in supplier warehouses. Roll out only 10' of underlayment at one time, stretch it, check alignment and nail into place before moving on. Here Are Some contractors prefer to do the deck in stages applying 2 3 courses of underlayment then immediately applying Some Tips... the shingles to that area. Using this method they can sometimes reduce the number of fasteners used but they must work carefully to be sure the underlayment remains flat. Michael Saunders from Bath, NY suggests, "When doing a tear -off the drip edge can be reused to hold the edges of your newly installed felt overnight. " V rhnnto i .[ 05/ 03r 1002 09: 45 05/ .12/ 2002 14: 49 3213481001 14078948412 COLLIS ROOFING INC KAYCAN ORLANDO PAGE 02 PAGE 04 YCA TABLE U07.3.9.2 MINIMUM WEIc�l1T MATERIAL, THICKtiBSS.jfn.) GAGE (lb) P= 1 uminum n fV?A rainless Steel 28 alvanizcd Steel 0.0179 26 (zinc coated G90) inc Alley 0.027 Lnd Painted Tmme 1Q 15073.93 Drip edge. Drip edge shall he provid=d at eaves and gables of shingle roofs, and overlapp::d a minimum of 2 .inches (51 mm). Eave drip edges shall extend 1/4 inch (6.4 mm) below sheathing and extend back on the roof a minimum of = inches (51 nm), Drip edge shall be mechanically fastened a maximum o:f t ? inches (305 ti;7� on center. l 4 _ t.,.,r.-,, .+ ti.fi✓.h.�?Fcx!i"i4'a_.`7ra11. �li..t1 tiZLiw!-n.. id. BCIS Home `: Log In Hot Topics Submit Surcharge � Stats & Facts ' Publications ! FBC Staff B _ ...fir.:. t Product Approval ,.� ��. USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) • Revision 2004 � ©s ■ �r„ Lam 9 AN R-0 MW Masonite International One North Dale Mabry Suite 950 Tampa, FL 33609 (615)441-4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com .PLANS REVIEWED My Of SANFORD Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Standard ASTM E1300 http://florid abuilding.org/pr/pr app_dtl.aspY?.param=wGEVXQwtDgtAcGSvedS%2bbvQu 3/28/2006 ASTM E1300 TAS 202 Equivalence of Product Standards . Certified By Sections from the. Code Section 2612 HVHZ PI Product Approval Method Method 1 Option A Date Submitted 09/14/2005 Date Validated 10/16/2005 Date Pending FBC Approval 10/01/2005 Date Approved 10/19/2005 I CUP! IWL'I Ctnllp, sriln9 {I/01 tiler, grerxll 91u (Im,{ leelP Numinel 14xe, Lrel Sin Ilm,l UlralnS ripe' a0P IPtli -OP IPtll Impeel nel, fell n1pmit' Au'1 011811 Inlell Orinll APPt d �tAhO•WL•MAI IfA10 WL Mhl MAUI41'U2 X I 36 K 80 1 36 x 80 IG 5210 5210 It GRA•1105YN 0001190•I1.92 0901.92 _MA014Z OZ XX I 1Z x 80 I, 2 16 x BO IG 52.0 52,0 II C1LA-605YI-Z oOUZIO041.02 0002.02 IdA0143.92 X91UX I 1Z x 0U ,"1 3 5 xx B0 10 5Z,0 5Z,0 11 CILA•805YO 0003160951004I-U2 90DJ 02 SL 36 x 80 IG 5Z,9 511,9 II MA014MI.02 UX9 1 IOBx6U 36 Do Ill 52.0 5Z.0 If C1LA-UOY12 UUQ41UUUIIU041•UZ OOU4.0t II _ _ 5L 36 x 80 IG 52.0 5i3O IdA01d5 OZ OXXU I 14.1 x 80 I, 2 36 r. 80 IG 52.0 5Z,0 II CILA•B05W-2 0005f000010041 112 UOV5.02 SL x 80 IG 5210 6Z,0 11 IJA01 I5 U2 hIA91di 02 hllal ...-I 16 U2 X XX XUIUY, I I ^ I 36 x 06 I _311 39.x 95 10 40.9 40,0 II CILA•805YY 0001luo41•U2 NO1 02 12 x 96 1, 2 I '36 i P6 10 la 4U,0 0.0 40.0 40.0 II Clln•B05Y1 00021U041.OZ 9VU2•02 11 G I LA- OU5 II C ILA 895YI 00031000E/U041 •U2 OOV3 OI II i2 x 96 _ 36 1. U6 IU -10 40.0 40.0 40.0 40,0 SL 30 x 95 Idn01 99.02 UXO 0 lull x 96 1 35 x 95 IG 40,U 40.0 II 1 CILA-005VI D00.4•1.12 5L 35.x 96 IG 40.9 49.0 11 tdnU 15U 02 OXXO I 144 x 96 i, Z 36 x 96 IG 40,0 d0,0 _ 11 C ILA•0USY1 OOU51000110041 02 UOVS 02 SL 36 x 96 IG 40.0 40,0 II ,MA0161.02 X 0 36 x 80 I 35 x BO 10 55.0 55.0 II CILA- 005YI.2 0U111U011-U2 OG01 V2 IAAO{62.02 XX . 9 12 x DO 11 2 36 x OU 16 55.0 55.0 If CILA -805WZ 99ILOu41•UZ WONIAAO153 02 XUIUX 0 12 x 8U 1 36 x O0 IG 5510 55,U II CILA•805W•2 0013f00151OU41.92 OOOJ•OZ II --1 SL 36 x BO IG 55.0 55.0 I'm164.02 UXU 0 U0 x 00 1 35 x 89 IG 55.9 55.0 II CILA BU5W2 00141u0111av41.02 UOD4 02 SL 36 x BO 16 55.0 55.0 11 h1A016S OZ OXXO 0 144. x DD I, 2 35 x 80 IG 55.0 55,U II C ILA. 805'N•2 00151OU 10/004 t•UZ UOUS OZ 5L 36 x OO IG 55.0 55,U If MAU166.02 X 9 36 x 96 1 35 x 95 IG 41.0 41.0 II CILA•005W 091 IIU041.02 0001.02 MAOIUI•U2 XX 0 12 x 96 I, Z 35 x 95 IG IT.0 41,0 II GILA-595YI 0g1210041.OZ 0092.OZ IMOI60.02 XO/9X 0 12 x 95 I 36 x 96 10 41.0 41.0 If CILA•805W 0013JU016/UU41-07 0003.UZ SL 36 x 95 IG 41,11 41,0 If AAU169 02 UX9 0• In x 95 1 35 x 96 IG 4/.0 41.0 I CILA•095YI 90141UOI IN041•UZ UUU4 02 5L 35 x 95 iG 41,0 d1.0 II MA0110 OZ. OXXO 0 144 x 96 I, T 30 x 96 IG 41.0 47.0 11 1 C ILA•065YI 001510010/0941•112 0005.02 ' uwpaaue; IG-lnsulalhiq glass rdih inlnlmum I/D' lempaled glazing �lesledln auoidanse rdlll Mellu-MO, Plulutuls PAN 1, PAZU2 and PnZOJ 10 COP, IWL').([Jul Canllp, ;Swlnq IAtt, OYttall 51n (Ins,) Lull 110mInx1 Mix. U;I S111 (Ixs.l 01311nit TYPt' 50P . IPtll -UP 1pill Impad APpt'd fltl. Ittl flt mis' P Asi'1 Will lMAO•I4l MA) Inisll Oe O (14I0•WL•IAA) MAD191.O 1 X I 36 x Do I 36 x do 0 70.0 76.0 If IICIL 210.1973 1.3 0001.02 0001.02 hIAO10-2-0 2 XX I 72 x 80 12 •04 x 80 0 55.0 5510 N CTU•772W2 u0D2.02 0002.02 MAOIOO.02 XNOX I 12 x 80 I 36 x 80 0 55.0 65.0 N CTU•712W2 ODOIl0006100I 102 OD00.02 5L 14 x 50 10 55.0 55.0 If MAOI04.02 0X0 (' 105 x 80 , 1 00X 80 • 0 55:u 55.0 11 CILA•772W2 0004A00110041.02 0004.02 SL 14 x 00• IO 55.0 55.0 N SL 36 x 80 IO 55.0 55.0 N MA01 55 0Z OX%0 I 005 x 80 1,2 08 x 80 0 55.0 55.0 N CIU•772W2 0005AOODION 1.02 0005007 SL 06 x 80 10 55.0 55.0 II MAOIos 02 X I 08 x 96 I 80 x 96 0 10.0 79.0 N CTU•772Y! OOOI.02 0001.02 IAA0101.02 XX I 72 x 96 1.2 78 x 90 0 55.0 55.0 . If CTLA•772Y1• 1 0002.02 0002 02 1AA0108 02 %0/0X I 50 x 98 ( 36 x 96 0 55.0 55.0 N CIU•772VI.1 000y000610041.92 0003-02 SL 14 x 90 l0 55.0 55.0 If MAD109.02 Ox0 I 64 x 96 I 90 x 98 a 55.0 55.0 11 CILA•712VI•I OOO4A001I0011.02 OM4.02 SL 14.x 06 10 55.0 55.0 tl MAGI 10.02 OXXO I 105 x 96 1.2 66 x 96 0 55.0 55.0 11 CIU•7IZW I 0005/0014 02 0005 02 MAD 12102 X 0 78 x 80 1 60 x 00 0 70.0 16.0 N HCTL 210.1913 1.0 0011.92 0001 02 MAO122.UZ XX 0 72 880 I, 2 30 x 80 0 55.0 55.0 tl CILA•772W2 Do12.02 0002.02 hIA0123-OZ XOIOX 0' 72 x 80 I 98 x 80 �'14 •0 55.0 55.0 N CTU772Y1.2 00131001NO14-02 0000 02 SL x 80 IG 55.0 55.0 11 2 OX0 0 108 x 80 1 96 x 80 a 55,0 55.0 N CYLA•712YI.2 0014100 171004 1-02 0004.02 SL 14 x 80 IG 55.0 55.0 t1 2 OX%O 0 I44 x 80 1, 2 05 x 00 0 55.0 55.0 11 CILA•772W-2 U01510018,1004 1.02 0005.02 5l 90'x 80 IC 55,0 55.0 It 2 X 0 O6 x 96 ► 76 x 90 0 10,0 10.0 N CTLA•772W Out 1.02 _ I)001.02 2 F130-02 XX 0 72 x 90 I, 2 06 x>18 0 55,0 55,0 N CTU•772W I 0012.02 0007.07 2 XGIOX 0 72 x 90 I 06 x 96 0 55,0 55.0 N CTLA•712W I OOIJI001510041.02 0009.02 SL 06 x 96• IC 55.0 55.0 It OX0 0 . 108 x 90 I 06 x 06 0 55.0 55.0 N CiU,772W• 1 90141001710041.07 0004.OZ SL 30 x 90 to 55.0 55.0 N OXXO 0 144 x 98 I, 2 �B x 96 0 55,0 55,0 It CTU•7721Y I 0015f001 W00I 102 _ 0005.92 SL 56 •x 96 la 55.0 55.0 tt ' O.Opiqut; IO.Insu1sli11q,Qhs.3 w11h minimmn Ito' Itmpettd glallnq ' Itsled In 1u9102nc4 wlih M010.01dt Plutuuals PA201, PA292 and PA200 Llt��,� Ltsrir-r Se--VZCts �es�pata Review Certificate Cera&cate-3026447C Ces:' 7 Z.er'_..iLG 1`S �`IleweC :u1C:L�' iC2C azd 0C-.1-n—OL.JLlleQ Cv aSOre;P-?�a'- �t - t.SIli1 be, :o de-,-,—:� a .e e �oropr:zLe Ces:�- load _- _ aIl% till' ate" 'i n rr c Sue'':.- - J�' I/L:P..=T -Dade �.DUII% i l0iiC3omcol or :�'J?GliC3Dlll:v iT SL��rJoi. Ji 'D-e' C�or P7oduC: Do- e • �Orr�'aIlC,. �a:.- '_YIcIl1.la1 for :i3.e-'rGQLC" .uocels 1CiC'ctcd beiow. i ��'_ : _ Jeo - - _ .,..riles Ma: sae :es: re?or-.; 0r0vided - - -. IzscL.:e Ce::icare o' Per a o nrs i"COP' - _On C. Site.. s) �oinalnec '�-vQLC: ?e--0rM=nce data Dual spec= ed IIere _ in. i he anached 25an>:e' rCL':CG?' CC�p/^�_S , Oi. VcL'..`^OIl talriCeS (tIulQLlely n,17mbered Dv DraGllC::ZOdeli provides cot_e'_3i1GL l_I=a= crt or each mroauc: model rtview ed 1ndica:i Q tie :e lab, Gr0`�!C: size ai7d '�311aIion 'r = S: 1 : ��C+r IlT1L�De ,5 . =Or_t�aSlOn and I3t]IlP for itsip load _.nd a Il D1117; of --pac, test. ?mil a0 - cie COP' d . ,°��-c=- J a n Y1at-1c..S MST aea :Ie vV? :roc tom. . Late: -gay Entry Doors e-13: ood-7--dae Steel Door (tiTatr ix-30? 644 %C-001 ) Metal -Edge Steel Door (YIarriz �02644 C-00_� Fiberglass Door (NIatrLxL-30=64=; no di ,2C: ,aowiea_Pp o; the iar", made no arremDr ;d •re :I16 CQ :ne J{�^. C ra Omir"t _ 12-- TC?.1eiV C01LC�:1Ci-ac war onil, r0 3Er?nnine IIIC: "3:e. r :ai�r� s„ ear`, enrr� r, me �Gt�' cre correct ; e;;res�nra o2s O"nie tiara ;upoiie jrom tiie 1�.00rar07-'.=. __:, Sim review wC; ;br,^— L urm pe;-crmanC: rv-u iz only and u:. noriTLCdu.'2 re1�V Jf alr : Vuzr=On Or ware: peneaa�Orz r= rp,,,^uL. y J I� 1 ili?'S0I1,�P -01 eC, APR-16-2003 41ED 03;49 PM TRIM PAK FAX N0, + P. 02/12 APr-16, -7002' 3:33PM PH MDOR DICKSON 61.5 446 7229 N0,19)6 P. 1/1) �v �,�% MasQnite International Corporation TECHNICAL ADVISORY To; PD White Date: April 16, 2003 city-of0-itdo, Florida (4071977-6027; 4071977-6(r5 fit) From: Kenneth R Imhoff CC: D. stmd (407W7.6284 fax) 6r.4rojeetMwiW—.BXwrior Door Product-, X. Barry (813B82•0914 tax) kimbo6@maeonimcom 613/441-4255 oatcc 913/335-4171 mobile 6151440729 fa: 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-V4,rMA0121-02 Indepantly Validated under the Warnock Hersey (WH) Mark. It is our belief that the exterior door units defnod under the aforementioned certificate of performance {COP) sheets comply Nvitb the requiremerlts of the_2001 Florida. Building Code,(FBC), ,Chapter 17 (Structural Tests &:Inspections): ?his unit was been -tested .ia :accordance with "'Mialni Dade Building Code Compliance Office (BCCO) .protocol PA202 performance sui.dclincs. PA202 procedures include water penetration in accordance xlth' AS TM E331 Standard Test.: Method far Water Penetration of FWer or Windows, Skylights, ,doors, and :Curtain ;balls:by riniform Static Air.Pressure Difference :Sz :air linfiltration in :accordance with AST1vl E2S3 Standard Test Method for 4'�etern fining `eh Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Spec f ed Pressure Differences Across the Specimen. Masonite certified test report noted on page 2 of the COP sheet (NCTL-210-1973-1,2,3 / copy enclosed) oonfums 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 acbicved no water penetration at 2.86 psf. The test report also confirms that this unit achieved an air infiltration rate of 0.03 cubic feet per minute per square .foot of crack (cf a/fF) for door units designed to swing out. Door units designed to swing in achieved an air infiltration rate of 0.18 ofaVft'. Thank you in advance for your further review of this information &c let me know if you require additional-infoanation to resolve -this subject. Respec ly Submitted, K, R. I��tioff Maeontte/Pretridor itlerlor Door Products , One Promdor Drive • Dickson, Tonoosoeo 37055 AtTak, Caetlegots, Celco, Colorado, Dccor, DorFah, Bntergy, EveTgreeq Johnson, Monterey, Oakoreft, Prcmvu, Rocbman Univcrral, Royal Mahogany Products, Span-Ri c, 59oeialty/saylice, Stcelwood APR-16-2003 WED 03,50 PM TRIM PAK FAX NO. + P. 03/12 Aar.i6. 20D3 3,34PM PREMDOR DICKSON 61b 446 7229 N0.7916 P. 2/11 Prcmdor Entry Systems -3- NCI'L-2304973-1,2,3 (S)(F) STRUCTURAL TEST RE5ULTS nQMEN NO IS (Outswiri ) PARAC:RAPIi NO, TITLE OF = MEASU_ RED ALLOWED 5 2.7 Air In li ation 1.57 psf (25 mph) 0.02 CFM/F f 0.20 CFM/FT2 5.23 UQUOtm Static Air Procedure Design loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meets as stated 52.6 Water Resistance (5.0 GPH5-7�) WTP - 8.25 psf No Entry No Entry 5.2.3 Uniform Static Air procedure Full Loads 114.0 psf exterior 0.041" 0.14 C 114,0 psf interior 0.124" 0.144" STRUCTURAL TEST RLWIM 51$0MFN NO 2$ (OuU.11inr) PARACRAP R.NO, TITLE OF TEST MWURED ALLOWED 52.7 AirInfiltration 1.57'psf (25 mpb) 0.03 CFM/F a 020 CFM/Fe 5.2.3 E Uniform Static Air Procedure Design Loads'(30 second durations) 7COmsf exterior Meats as stated 75:0 psf interior Meats as stated 5.2.6 Water -Resistance (5.0 GPWFr) WTP - 8.25 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.051" 0.144" 114.0 psf interior 0.147" 0.144" MR11- TURAL TEST RESULTS SPECWEN NO 3S flnswinyl PARAry,1jj rH-N0 TITLE 4LLOWEn 5.2.7 Air Infiltration 1.37 psf(25 mph) 0.18 CFM/Fr 0.20 CFM/ram 5.2.3 Unifimn 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 Resistance (5.0 GPH/Fv) WTP = 2.86 psf No Entry No Entry 5.2.3 Uniform Static Air Proccdurc Full Loads 114.0 psf axterior 0.143" 0.144" 114.0 psf interior 0.039" D.144" nuu-ev-cuue tnu uo.of rn min rHn rfiA 1Yu. 4u id0 f0e:54 r, ui�iuj ProftrslOnYJ cnglr rirrg Services for Developera and Buiidors or Residential Housing P.O. I5ox 6994 7liciwviiie, F1_. 32793 ' Phone (407) 289.&W& ` Fax �'407) 211:z-'SU8 F'•Ty'C'ttrl:±�.3Z'C_ fi'f'tf'F QFi'FnDTl 7 Af'f FFT�hf`x' � 't 9�00 Km*,sf;i Corporation 516 ba,t Sancti An -a Strect 11.0, Fox 4250 slbe-:M, Califomia 929034250 n1 SCRIi}'!'I()X t")tt; r Model Dcsiin;ttior.: FMikset Seim and Tt:an Scrics (Cylindrical Locks) i1Sltimurn Orerzll .Sizr: 2.-1/2'' 171ir—IL E= INith a I" Cross Bore•( 2-5/V or 2-314" Back.set ) Gc»t rs1 bare:l t}pa lock %c;led c0' Amcd.-m Test i.sbs of South Florida. 'test Rt: t "r'z, . 0? 1'�.G3-46, 0372.0 -9G signed and sea3:Edby ttrilliam R b4oitner, 1'.F.. c,t Test i o d Desi zn Losa torcra4mT3 (..STM r-E 12 �•s; PA-202) passed gt3ssed %.a;AA1s ,le InImV.p::r.PA.-2DI Pasted p3sse:1 k� • ?"(i:tipaclE3 as znsr^:ng uait) n g :1:z1u� J z idt g'I st L31 o:ai a>=lac G Klvil;setSeries posiii��e 65.0 psf C�5.0'psf J ati+ilE: :lg T ".Si_ 6-7 1 wtal ` �:wil:se{'S: ries ncg tiro 96.0 psf 86.0 psf itgtzcLnaiiinv 1'cst 671 total c•dcs Titan, Series posiiive 86.0 psf 8.6.0 Psf I�311�L'� Lciiding Te.n 673 total r,, cam Titer, Q jrS naniive 96.0 nsf -96.0 flsf D� S1J±ft I'tessure ita'ttn;: Kiti ik.w :cries - Passage Positive 65.0 per .(OUTSWIIvG) tntn {requiresF:st:ag�bolt) Neptive 65.0.pcf Dead'tx�lt i?csi f ra Fr. ssuz:. kau,�t;: ti.•il:s� Series - r-assage Fosititic 65.0 esf (JNSWlNG) Ents5• cregairrspa-vzagebolt) Neg3live 56.0 D:: dbol?- - 1.)::m n 1' � cscara R.atirtg: Titan Scries - Passage Positive 86 0 psf (0'JTSV1rING/ �.ntty (requites p.•tss�gc bolt) Nc2atiw_ RG.O ps.`. • I,�I�6VINCi) I��3dbo1L � �;iuudl�ur�r lYI) ANCF7C)1U G: Set rcrcrse side this paRc _ Q - too. 40116 LIST✓ = STPT Jt 1. her+rc.:�d far use in }c�^ntlo;v aQh sine to the S.B•C.C.I., S.F.B.C., SF.B.C. Bro%vard Edition and vvhwc tl�r� � u 7equiren-imts a� d:'v,rnunt:d by ASCI'. 7 Mi:timum Deaiga Loads for Euilding5 and Other Strncnires des trot przssu m Yatis-z li=d above. `1., �� 2. The track Rating of a 1x1: is not N rtineni io stmctv.3 periorrnsncc as relates to Harricant / W;nd Cndc Comp1 r" 3. T/Sn be ureil on doors tc5tcdto design ptescurr-s =,-ni to or less Chan thgrz- shom-ft above. 4. Application for building; p:rr W chal l l� accotnpaniecS fss a cow of •.:is approral MuL'-GC—cuur- Inu UJ. CC rl'I M.111 rrlA rhA NU. 4u l= llDCJ4 t', Ucs/uj INSTALLATION 0P LOCA SETS PER TESTING Acccptance #' 309400 j HAR � J KWIKSET SERIF.. PROVIDED NOTE TO BIJILOINC; INSPECTOR THESE KWIKSi:T AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PUPPOSES AND REFLECT I' S1•ED CONFIGURATIONS. DETAILED -INSTALLATION INSTRUCTIONS ARE FACT AGED WITH THE LOCK UNIT INDIVIDUALLY, 71TN S; IES THUMB TURN KEYED L y WOOC SCR£1V��� DEAD BOLT ./ VV 2 3/8' or 2 3/4' STRIKE J BACKSET MECHANISM TO BE PLATE 1/4- HANDLE SET. LEVER wwciv ��� �i.� or KNOB. IG:r� �• c'cRn' r WOOD SCR W2 3/2' orr 2 3%'S� RIKE f BACKSET,> PLATE 111 4DWARE THIJIIB TURN �'RWIGED IJAC}11NE SCRrW 041 KEYED .., .��+ t1i ►:✓•• , wOOD SCREW - y �►' 'Itib` p; Aft. WOOD S.:Tcw-�. E.rmlKz _l PLAIZ woo C • DEAD BOLT w/ BACKSET MECHANISM TO BE HANDLE SET. LVER or KNOB. U � •, i � uK /r.r[ r K110 Sr.PCr ijATCH DOLT W/ BACK it PER N. PER HANOLJ: SET NOTE TO BUILDING INSPECT MECHANISMS WITHIN THE CLOT ARE_ _OPTIONAL_ TO -THE PP,IMAF MECHANISMS SHOWN. FOR EXAMPLE : A 7HUM9 TURN DEALS LOCK CAN SE SUBSTITUTED WITH A KEYED MECHANISM WITHOL INVALIDATING THE SYSTEM. OX1' I I r I Unit, J - FIBERGLASS DOORS APPROVED ARRANGEMENT: eneock-HerBa W'=7® Test Data Review Certificate 03026447A; /30264478; I3D26447C and COP/rest Report Validathon Matrix I3026447A-001, 002..OM /317l6447a-Mi. Ot12. OM: 03026447C-001, 002. 003 provides additional information •.available fmm the ITSMH wellsite www.etisemko.eom , the Masonite website Www.masonhe.eOmi or the Masonile technical center. Note: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 6'8". ` Single Door with 2 Sidelites Maximum unit sae . 9'0- x 6'8' 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 requirements for a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see 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 series 133,135 Series 136 Series Series 1/2 GLASS: 561 00 00 00 00 00 00- 105 Series 106. 160 Series' 129 Series' 12 RA., 23'R/L. 24 It C 107 Series108 Series 304 Series Series* 'This glass kit may also be used In the Iollowino.docir style: Eyebrow 5-panel with scroll. i Oak aft ARj E w W uod•.rlin Te t.ur�d aelaei-ey lr�e. PIBEROI.ASS ENTRY DOORS nbw•i.rdiik.rywu F6.v�D..rl • /�✓►rW��lG�riow � JIIM 17. io@ wlu.n 13—illy peer. our continuing program of product improvemam make epeeilie ttlau. design and product M a s o n i t e International Corporation derail sublect to change without notice. OXO, . 11 , , , Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: I FULL GLASS: ;m- 'ram y 00 00 404 Series 410 Series 109 Series 114, 120, 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: r 9 p Ii S 129 Series 200 Series 12R, 12L, 23R, 23L, 450 Series 152 Series 149 Series 109 Series 120, T22 Series 300 series 24R. 24LSeries CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood: Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA2Q2 COMPANY NAME M, STATE To the best of my knowledge and ability the above side -hinged -exterior .door -unit-conforms to the requirements of the-2001.Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 rnaDela rw.., �7. Test OaM Revlaw Cer01101te 13026447A: 130254478;13026447C and COP/rest Report VaOdatbn Matrix /3024447A- - 001, 002. On 030264418-001, 002, . 003:13026447C-001. 002. D03 provides addltbnal.Information - _ avallable from the ITS" website (www.etlsemko.com), the Masonita website (WWWJNwrdto.com) or the Masordte terhdol center. O ak aft E woos. T., •n ua•,+..Irrr.�• FIBERGLASS ENTRY DOORS nls..TmnN fi••r,rn I D•en • hm i T, 7002 Yr•r•IYa Oua111Y Dwr, dm continuing program Of oroduer imp—mant makes apecilionana, design and pmduct - M a i o n l t e International C o r p o r a t I o n detail subiwo 10 mange vrimm n fX& oxo Unit , , -� OUTSWING UNIT WITH SINGLE DOOR & TWO SIDELITES (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT r a 4• BUTT HINGE px GAupfl SIDE JMEB [CODOR PANEL .. OL J0 =„3�)v ry ( iT HEAD rox3Fr WOOD SCREY/S TO BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION DETAIL SIDE JAMBS ATTACHED BALX-TI}IMCK MUST BE JOINED USING I• X 1?LONG F11 ROM FACHTEMD�MAXIMUM ANO P O.C. MAXI W M (STOP SIOEIOR 1tO X T FLAT HEAD WOOD SCREWS IOGLTEp 7 FROM EACH ENO MAXIMUM AND it OL MAXIMUM (ON CENTERLINE OF STOPI. TYPICAL THRESHOLD & SIOE'JAMB ATTACHMENT TYPICAL MULLION ATTACHMENT 14NGE91J0NTEO KILN a" wow FRAME HEADER I1-Nrx4 vtr WITH Ilr STOP NEIGNT MINIMUM 1. (31 FOR TO' HEIGHT ORR SMALLER (4) FOR HEIGHTS GREATER THAN 7'0' TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER-AINTED KRl10RY woDO FRAME HEADER I4inr WRX 1?STOP HEIGHT M WIMUMI O FINGER -JOINTED KILN DRY WOOD PI r LONG MIALION I? CROWN R-Irr X4.311' WIRE STAPLES WITH 1?STOP HEIGHT MWIWN( KIUI CAT w000 SOEJAMBAMS . f1.1/A' X 1A1t6 WRH 1?STOP ( XEIGHT MINIMUM) WITH FINGER -JOINTED KILN ORY W00D SIDE JAMB (1.114' X 4-M6 WITH t? STOP HEIGHT MINIMUM) B (2)JroX1•v4• TYPICAL THRESHOLD & LONG FLAT HEAD WOOD HIGH PERFORMANCE BUMPER THRESHOLD MULLION ATTACHMENT SCREWS OR (3) r LONG X 1? t4-B11S. X 7Fr STOP HEIGHT MINIMUM) CROWN WIRE STAPLES -- --- HIGH PERFORMANCE - - ._ _. BUMPER THRESHOLD (4inr x 7rr STOP RNGER-JOWM HEIGHT JU N ORT WOOD MINIMUM Mt0.UON R•+? x 44T SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL BACK BEDDING ATTACHMENT (DOW 995 OR 1W1) RNGER.IOIN_P Kp,N DAY WOOD SIDE JAM. t-U4' X 4 STOP HEIGHT) SIDELITE PANEL (e)OIDXT-J L-WOOOTRIM RAT HEAD w000 SCREWS. Snr%1?MIN.) �TTACIED WITH LOCATE r FHOM to GAUGE PIN NAILS EACH CORNEA AND x 1r LONG LOCATE IV O.G 2' FROM EACH OUTSIDE NOTE USE no xX CORNER X 3.3L4. O.C. FOR MULLION SIDE FOR HORIZONTAL TRIM ATTACHMENT 4 14' 0.r- FOR vEATICAL TRIM SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT SIDE PANI HEIGHTMINIMUM) �0 rJ) O XS J HIGH PERFORMANCE AAr HEAD BUMPER THRESHOLD Test 02U Review Certificate 13026447A; WOOD SCAM. 14-Bnr% 77r STOP LOCATE 3'FROM HEIGHT MWIWM 130264478;13026447C and COP/rest Report EACH CORNER. Validation Matrix 13026447A-001. 002. 003; 130264478-001. 002. 003-13026447C-001. NOTE: USE 010 x r RAT HEAD WOOD SCREWS 002 OM Provides additional inlDttrupon - availi0le FOR HEADER ATTACHMENT trom the ITSlWH weOsite (www.etlsemko.com). the Masonite WeDsita (www.masonite.com) or the Masdrute technical center. E.aNa..y H..w June ». 2002 OWcon m-V INogn. o1 woeus InlprwAm.m M." 3—nexomi. MaSOnite International Corporation 0-9.. 4 o OWC drAJ W IMM to IXHVq...4h&A nat:r. P BACK BEDDING (DOW 995 OR EQUAL) 2 l , 1 I, l GLASS INSERT IN DOOR OR SIDELITE .PANEL SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND DOOR 1/8' SINGLE PANE GLASS; 1PY, 3/4' OR 1' DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS lAr SINGLE PANE GLASS; 11Z, 3/4' OR 1' DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS . HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 117. 3/4' OR 1' INSULATED GLASS. 16 X 1.1/2' PAN HEAD SCREWS LOCATED 13.1/8' MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM 1-117 OR 0119' •I,i�! , • / '../ifs_/�IIt DOOR 1/8' SINGLE PANE GLASS: 112', 3/4' OR 1' �-- DOUBLE PANE; I 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1/8' SINGLE PANE GLASS; 1R', 3/4' OR 1' �— DOUBLE PANE; 314* OR I TRIPLE 1' TRIPANE - INSULATED — GLASS 'Glass inserts to be Sub -listed by Intertek Testing S ices/ETL Semko or approved validation service. r�Test Data Review Certificate 13026447A: A0264478: rJ026447C and COP/Test Report Validation Matrix 13026447A-001. 002, 003: /302W78-001, 007, 003; 03026447C-001, 002. GM Provides additional information - available from the ITS/WH Website (www.etlsemko.com), the Masorete �® website (www.masonilexoml or the Masonite techrecal center. e.<Ivrt..lr rr.m PREMDagr June 17, 2002 Ow -ma woorrm of product Imorwwnem mu. twotk o.., eeagn and vowts aane welect to charge w.nwt notlw. Masonite International Corporation OX0 Unit SINGLE DOOR WITH 2 SIDELITES 3' 6' NP TYR CL TYP. TYR TTY"P— . 6'8" UNIT ST" UNIT 13-15/16' 17-1/8' MAXIMUM ON CEf+TER TYR e 1, WOORTMr r RI • 6 per vertical framing member • 11 per horizontal framing member Hinge and strike plates require two 2-12" long screws per location. '� t It• f 't • Width of door unit plus 1/2" • Height of door unit plus 1/4" T T T T T 1 W��Test Data Review Cartiiiate 13026447A' 130264478: 13D26447C and COMest Reoort validation Matrix 13026447A-001, 002. 003;13026447e-001, 002. 003:13D26447C-0O1. 002. 003 provides additional inform2tion - available from the FM WH website (www.edsemko.com), the Masonite i�e website (www.masoNte.com) or the 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, 3264• 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 18 and 110 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-114" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment 3. Wood bucks by others, must be anchored property to transfer loads to the structure. June 17, 2002 . o".u.• o.... Ow aondnuuq orayam of ormua umrov mmt mates aaedtcrima M a s o n i t e international Corporation deign and wmct omit suelm to cm..w wam men . 1 r WEATh ERMASTER Build6r. PRoducTS, INC. Office 407-324-2080 fax 407-324-0503 df LABEL DRAWING # OR TYPE USED WITH PRODUCT # 1 Legend of contents 2 GA 1 Installation 1450 Flange SH 1450/1550 3 GA 2 Installation 1450 Flange PW 1450 4 GA 3 Installation 1100 Fin SH 1100/190011970 5 IGA 3/A lCont. Head And Sill Fin Mull 1900/1100/1970 1900/1100/1970 6 GA 4 Installation 1100 Fin PW 1100 7 GA 5 Installation 1450 PW Flange Designer PW 1450/1550/1570 8 GAIS Installation 1100 PW Fin Designer PW 1100/1900/1970 9 GA 7 Installation 1480 Flange HR 1480/1580/1590 10 GA 7/A Installation 1580/1590 Flange 3 Lite Slider 1580/1590 11 IGA 8 Installation 1180 Fin HR 1180/1980/1990 12 GA 8/A Installation 1980 Fin 3 Lite Slider 1980/1990 13 GA 9 GEN 0024 Block Inst. SLIDING GLASS DOOR 420/430/440 14 GA 10 GEN 0028 Wood Inst. SLIDING GLASS DOOR 420/430/440 15 GA 10/A GEN 0027 2x in Block SLIDING GLASS DOOR 420/430/440 16 GA 11 GEN 0450 Fin Vert. Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1x4 Fig. Hz. SH 1445 18 GA 12 A Mull Bar Load Chart 10 Fin Vert. SH 1445 19 GA 13 Mull Bar Load Chart 1 x4 Fig. Vert. SH 1445 20 GA 14 Mull Bar Load Chart 1x4 Fig. Vert. PW 1445 21 GA 14 A Mull Bar Load Chart 1 x4 Fin Vert. PW 1445 22 GA 15 Mull Clip 1x4 (>61 Fin Vert. Mull Clip 1445 23 IGA18 Mull Clip GEN 0453 Fin HZ Mull Clip 1447 24 IGA19 Mull Bar Load Chart 1 x4 w1lip Fin HZ SH 1447 25' GA 20 Mull Clip GEN 0457 Fin Vert. Mull Clip 1448 26 GA 21 Mull Bar Load Chart 1x2.5 Fin Vert. SH 1448 27 GA 22 Mull Bar Load Chart 1x2.5 Fin Vert. PW 1448 28 GA 23 Mull Bar Load Chart 1x2.5 Fig. Vert. SH 1442 29 GA 24 Mull Bar Load Chart 1x2.5 Fig. Vert. PW 1442 30 IGA 25 Mull Clip GEN 0454 Fig. Vert. Mull Clip 1442 31 1 GA 26 Mull Clip GEN 0459 Fig. Vert. Sill Clip 1442 32 GA 28 Mull Clip GEN 0456 Fig. HZ Mull Clip 1445 33 GA 29 Mull Clip GEN 0452 (>6) Fig. Vert. Mull Clip 1445 34 GA 30 Installation FEB. HEB. Fig. SH 1450/1550/1570 FE+HE 1450/1550/1570 35 GA 31 Installation FEB. HEB. IFIN SH 1100/1900/1970 FE+HE 1100/1900/1970 �._ . --T L , ,n -1 1411tl1SO Series 11"Ons IA 3erles f limee/Veltlowl 1442 F1wwpa1Vw►1fow1 1446 =Icr•gle window t ba m.0 hor Fleece wr ,duw :Jac -,.:'I for verlroaa s-uclurc1 opdiccCrns mrl'ccl strjcturd aoph--u ur of ali lunge windows. of nil Hr.nrfa rr;ncows. Adds 1 /E to (pen'.nq. Acw; ' ,/s" ; u sie , rn - I 11NA9A Series rwhorYoetat t4N Fir x'nCne b<mav ••'•J n'Y'7m'd :;6uclu•c ¢:qrl I.W wiS ,ur c apu'+ia y.. at 'c• n:;- *ind •mc' apaka:;a-S. AdUs ' 1 /5- '.0 7Pm;ny. rl p.1r i�M ��a.n un J�uevor e,r lMLSAND br � McAwnlal i VorFrer TrFa le,e Maiekat 1440 PENS REVIFE'D CITE' OF SANFORD II�Or1111aad IAeerLSe16er1� Yartlawl TtAa Mull lkw**1 44" a Lim r� ' —• I t IAnlM lelw w.a.rrloea.rrr was 7wvy' v niar Amp 4 Mr r.. ,,. �, .al r. •. nre!urM grFr 7:lc�• atr rrulro; rr q:ba�r' wn Jor•. rrflt nrlCr�vr1 R• 'tit 'titflr .�•:. Aungr A[cCt 1/Flrn Oprn n�. Fin Ami, 1 1 /A' . n Pam inp. 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.or under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders ONE BY WV0010 SUCK BY OTBIEA CAULK BETWEEN W1NCROW FLANGE a WOW BUCK SHIM AS REOD (SEE NOTES) OWALLATtON ANCHOR / CAULK BETWEEN WaoD 1nX2c a MASONRY OPENING BY OTHHEM 1 1 4- MIN. Q Q ENOMMENT PERIME.M CAULK BY OTHffR EXTERIOR BUCK HEIGHT FLAWIN.NOON E SILL IFR CA BY O1F4EA BY 0*. PRE CAST 9LL BY OTHERS CAULX BETWEEN WINDOW FLANGE . A PRE CAST SILL VAT" VULXEM 110 ADHESIVE CAULK OR SECTION 1 APPROVED EQUAL ONE BY WOOD BUCK BY O1HER BuOC WIDTH 1 1 4' MIN. muENT FLANGE TYPE WINDOW FRAME SHIM AS REO D. '� (SEE NOTES) � 4 Q INSTALLATION ANCHOR a PERIMETER CAULK CAULK BETWEEN BY OTHERS WOW BUCK a VON." WIWIDTH MASONRY OPENING BY OTHERS EXTERIOR GENERAL NOTES= 1) SHIM AS RECID. AT EACH INSTALLATION ANCHOR VATH LOAD BEARING SHIM. MAX. ALLOWAIBLE SHIM STACK TO 13E 1/4- 2)) WINDOW' FRAME MAT'ERIALALUM M ALLOY 0063 J) CAULK [BEHIND [WINDOW FLANGE AT HEAD AND JAMBS SILL MUST BE ATTACHIED 70 THE SUBSTRATE WITH VULKEM 110 ADHESIVE CAUL( OR APPROVED EQUAL 4) NANIJF^110NtOF VULIOM ER S ULCOM110 A E CAULK AT FRAME SILL MUST COMPLY WITH SEALANT 5) CAUL( IFOR PERIMETER SEAL. AROUND EXTERIOR OF WINDOW FLANGE B) GLASS -THICKNESS MAY VARY PER THE REOUIREMENTS OF ASTM E13W GLASS CHART SINGLE CLAM IS SHOWN. INSULATING GLASS IS ALSO QUALIFIED. CAULK BETWEEN WINDOW FLANGE WOOD BUCK SECTION 2 WINDOW WDH. A C D J / K 2 F G H I `,`��N444L/111 SEF L Ll 2 ELEVATION No.42371 • VIEWED FROM EXTERIOR 1 i 0 STATE OF ••�� �n c[ O R 100. V 4t 2► ss/ • 4411144� 4N��N�, `• G.A. 1 CALL WINDOW dJ1SS DESIGN LAM DESIGN TAPCCN ANCHOR LOCATION SIZE SIZE (INCHES) IC PRESSURE LOCATIONS CAPAIITT N PSF GPAOTY N PSF 12 10 to ■ >• -M -M —20e -2m AC rgNi 13 1S fA ■ M ]A -77 -77 -fez -tea AC roJU 14 10 1/9 . Be 5/0-M -W -104 -1M AC F.0" 1444 1e 1/0 ■ 54 0/0 -03 -m -fso -IN AC F.gN,I 144e f0 1/4 ■ M 8/0_m -02 -147 -f47 AC I.ORU le is 1/B x N -4e -40 -132 -132 AC IXUAKI 10 1e 1/9 ■ 72 -40 -40 -112 -tie AC D.Er0x1 17 10 UP . N - - -104 -104 AC OEJ.QHJ 1112 M 1/2 ■ 20 -07 -07 -131 -130 AC F.8" M3 20 1/2 ■ W 3/0 -m -M -t00 -100 AC rgll 1N4 " 1/1 ■ M eA -47 -47 -1111 -101 AC F.gB3 ItN+4 20 t/2 . N s/V -44 -44 -101t -100 AC F.Wo 014+0 INS IA . M 0A -43 -43 -tell -100 AC rgNJ Ime 2e 1/2 . W -40 -40 -41 -N AC FdUu 1/16 20 1/2 ■ 72 -40 -40 -72 -79 AC rgNl 1117 W I ■ -M I -N AC I r0.Nl 311.2 W 1/2 ■ 21 -04 -911 -113 -113 AC I."' 30.3 701h . W 3A -47 -41 -M -M AC ",ckm 30.4 W 1/2 ■ N:10 -41 -m -7W -74 AC ►,wU 30."4 30 1/2 ■ dt e/1 -40 -40 -77 -77 AC FcJU N+ 300 30 1/2 ■ Be e/e -40 -40 -76 -7e AC Kwu 3D.0 A 1/2 ■ M -40 -40 -70 -70 AC r.gNi 3" 30 t/2 ■ 72 -40 ...40 -71 -71 AC r lli _ _ AC rgiU 22 37 x " -of -01 -M -M AC F. 23 37 11 W 3A -40 -40 -07 -47 AO FAKJ 24 37 x .010 0A -40 -40 -07 -e7 AC F.g1U 24+4 37 2 . 0/1 -40 -40 -m -m AC rg1U 2 +e 27 1 N e/1 _40 -40 -N -m AC F.QNJ 211 3F 2 e3 -40 -40 -m -e3 Ac ".wu 21 n IT72 _40 -40 -52 -02 AC F.Cal -m -e2 AC rglU 422111 42 x 20 -N -40 -N -N AC rwLI 4221e 42 x W 3A -40 -40 -40 -40 AC FANJI 42M 42 IT0/0 -40 _40 -40 -40 AC Ck �WU 42444 424+0 42 IT 54 BA 42 x N e/1 -40 -40 -40 -40 -40 -40 -40 -40 AC AC F.Cm 4203 42 2 aT -40 -40 -40 -40 AC F,wu 4272 42 2 H -40 -40 _40 -40 Ac F.*" 42N 42 x e4 _40 -40 -40 -40 1 AC FAN 407/ 40 x >r -4 -46 - - AC F.g111 4030 40 x W 3A -40 -10 - - AC rCLKI 4850 4e x N 0A -40 -40 - - AC FJLKI 404+4 40 x 54 0/8 -40 _40 _ _ AC ►,"N1 4e4+0 40 x N 3/1 -40 -40 - AC F,(UU 4e03 N x 93 _40 -b - - AC rgNt 4077 AB rANi 22 m t/e ■ 0-48 -40 - - AC g1 F.0 J2 6T to A N 0A -40 _40 - - AC F."J 34 e2 1A ■ N ero -40 -40 - All FAKI 34+4 Iq 111111 ■ 54 e/0 -40 -40 - - AC Fla" 344e e3 1A IT N eA -40 -40 - - AC F.O" 30 m IA IT 03 -40 -40 - - AC FALM 30 N -40 AC r mi 1) M A001E Alta POBOK NO I[OA711C W1107CRR4L ®GN LOA[q TIM 00HPMAWI[ ANAL192 O NAVC NOT OM OVWWY I0 LD aL72 CF MRR P0I911M%W IMM MM 1E NIR MWANM MIT REWOdT CF I= OF mW101 1nA00 AFq�y POMiME MIM LOAM WL ONE L1Mlm TO 40.0 PW DUE TO WATER TE" F1ES2111[ OF PA ADf[�. P1 TFJf. 2) ,IOfAIlAOM FI/ NVE FR/AE IVOv/ N CMHCIWX 0 MASONRY ?F>1e10 WK 7/1e' MA, TN'OO4 ANCHOR or BIFFIQNr.M1ON 10 PPOVIM Pelt-1/4 NRDOdi N11H suam E AT LDGTIOIO 1*1010 ON C1ARE lE GLYATi74W no KEY 10 TA►COI LOCATIfN6 Q F DIACT MOOW KM III NOT IN= N 44M M ENART. USE ANOM OOANTITY LISTED WIN NOIT URM SCIE JFM TW APPR"ATE "M4 P,IO4xK RM YLA JOB 02111 r; YOOSEF LAVY, P.E. CONSULTING ENGINEER 1B1 a 0■deY• O■iL n liNl • 7a r e1Rtl • 1� n iLa1 e0e0 FO®T LAZE, 0101E / 1M ASSEMBLY DRAWING DALLAS 70M 70243 11 (214)740-W40 r(214)340-M7 WER[! 1480/IWO/IBM 91101E MIND NNWW P I N/A.. .A. 2 CNE BY WOOD SSB ANNEALED 3/16' GLASS BUCK BY OTHER WINDOW CLASS_ DESIGN DESIGN TAPCON ANCHOR LOCATION R(STALLATICH ANCHOR. CAULK BETWEEN — BUCK WIDM--- 1 1//4' MIN. PRESSURE PRESSURE LOCAVONS ONE BY WOOD WOW BUC(k EMOMMENT SIZE (INCHES) CAPAaTY III PSF CAPAWY 01 PSF BUCK BY OTHER MASONRY OPENING SHIM AS REOD BY OTHERS (SEE NOES) ux to 1T -I37 1n -1n A6 r,ttw cwuK I1L�MEN WINDOW FLANGE 1YPE INSTALLATIOH 11 X 14 N -M tm -tb M F."I FLANGE A WOOD BUCK a 1 1 4' MIN. WINDOW FRAME 4 ANCHOR 11 X m 74 -74 I00 -te0 AB 14HJ a T JAMB a 12 X 31 N -ia 144 -1" AD E.12 x b H -41 I37 -137 AD F.0.NJ t1 X eo I17 -67 - - A9 F.WU t2 X n m -ee AA F.G" 11 X to toe -ta tee -Im AC f,4N.1 ( l/ x 14 It -40 130 -136 AC r.0.HJ GLAZING TYP. 1e x 30 'JO -eo 123 -113 AM F.aw t PERIMETER CAULK SEE NOTES) J PERIMEIER CAULK GUNK BETWEEN 1e X w 40 4o iri 108 Ac ►.aUl . BY OTHER a WOOD BUCK ! 40 _40 - - AC FAwU BY OTHERS 14 X m MASONRY OPENING 14 x n 40 _40 - - AC r.4JU WTUE BY OTHERS 24 114 M -68 133 -133 AC I,411.1 SHIM AS REO'D 1MNO. N0M 24114 ee -64 tm -lm AC r.0.H1 34 1 30 44 -44 100 -I00 AC F WU (SEE NOS) EXTERIOR 241 3e 40 -40 v _07 AC F,41U EXTERIOR FLANGE BUCK NSBETWEENW _, 14 1 M b -b w u Ac F.4HJ 21 X b b -b AC F.OJU W000 �« 24 X n 40 -b AC F.WU HEIGHT 31114 47 -47 Im -Im AC raw 32 X 24 41 -41 of -00 AC FAWN SECTION 2 n E o0 40 _-40b111 -a AC F,11JU MNDOW FRAME >Z 1 NLW -40 Om0 -ep0 AC F.41U >2 X m 40 -b Ac f.4W SILL WINDOW 31X n 40-40 - - Ac r.4W WIDTH. 31 R 14 41 -41 tte -110 AC F.4M.1 30124 40 -40e7 -67 AC F.ORJ PERIMETER Cw 31 R 30 b -40 73 -n AC F.WU BY OTIMI71 A C E) 31 1 3e 40 -40 42 :u AC 7/ X 44 40 -40 40 -w AC F. Ki m R m 40 _40 _ _ AC F.1k D E 34 X 71 40 -40 - - AC FAJU 4e R to 40 -40 100 -too AC F.4NI 4e 1 24 b -b u -e1 Ac FAJU MIRBEL SILL STOOL 4e 1 30 b -40 62 -e2 AC FAWN 40 1 Je 40 -40 40 -40 AC F.WU BY OTHERS 4e 1 4e b -b 40 -b AC F,4HJ PRE CAST SILL - 4e X 00 40 -b - - AC F.4NJ BY OTHERS .. CAULK liE1WEQ1 WINDOW FLNNfE b 1 n 40 -40 - - Ae F,0.1U . .A PRE CAST SILL WITH WLXEM 2 e0 1 t4 40 -40 104 -104 AC F.4HJ 1f6 ADHE_9VE CAL" OR WINDOW m X 24 40 -b M -00 AC F.OJIJ SECTION 1 APPROVED EQwAL Fi HIGTH u 1 3D 40 -40 40 -40 AC F,RNJ m 1 3e 40-40 40 -40 Ac F.0.H soX u 40 -40 40 -40 Ac F.4KUI m X so 40 1 -40 AC F.WU G UERAL NQJM 72 Nil 40 -40 Im -IM AC F,4HJ 1) 90M AS REOU. AT EACH INSTALLATION ANCHOR NTH LOAD BEAMING S M. MAX F n 1 s. 40 -40 el -e1 Ac F.O.NJ ALKI ALLOWABLE SHIM STACK TO BE 1/4'. G 72 R m 40 _40 b -b AC F.WU n X 3e 40 -4a 40 -m AC F.WU 2) WINDOW FRAME MATERIAL ALAS 6061 71 . N b --40 b -te Ac r.4tU ]) CAULK BEHIND WINDOW itANOE AT HEAD A4b JA1185. 9LL MUST BE ATTACHED n 1 b b -40 - - Ac F.4Hw TO THE SUBSTRATE WITH VIILKEY 116 ADHESIVE CAIAK Gt APF'IiOYED EOVAL _ 4) APPLICATION OF VUL M 111 ADHESIVE' CNRK AT FRAME SILL MUST COMPLY NTH SEALANT N X 14 - _ 44 -46 AC F.4NJ YANUFACTUREF.'S. RECOM►QNATIOR j O4 X 24 - - 40 _40 Ac r.4MJ 6) CAULK PERIME I SEAT. AROUND EXTEMOR OF WINDOW FLANGE ELEVATION e4 R 30 - _ 440 D -40 A0 r,4HJ 6) CLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 CAM CHART. µ [ w - - 440 40 do �OJY 7) THE ABOVE ARE POSITIVE ! NEGATIVE. STRUCTURAL DESIGN LOAD FROM COMPARATIVE VIEWED FROM EXTERIOR N•••••4I u -u AC F.4NJ ANALYSIS 6t HAVE. NOT BEEN CAPPED ETY RESIJLTS OF WATER PFRFOIMMMCE TESTING. •• 211E u t 14 - - 44 -N AC I.tLMI WHERE THE WATER IE99TARCE 7E5T-REQ1ftELQKT Of 16 1< OF DESIGN LOAD AP%JES 5 E F L I//r ae x 30 _ - b -b AC F.CAI POSITIVE DESIGN LOAD APPLIER POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF /r 44 4 m _ _ b -40 AA,C F,gNJ qXY DUE TO WATER TEST PRESSIIIME OF aLo PSF. ACHON D N TEST. • • rig 6) INSTALLATION OF FLANGE FRAME WINDOW N CONCRETE OR MASONRY CPENND USE 3/16' 1 4 . DIA. TAPOON ANCHORS OF SUFFICIENT LENGIN TO PROVIDE MN. 1 1/4' DANDMEHT INTO ' ` No. 42371 ii YLA JOB /04-0210 v.. SUBSTRATE AT LOCATIONS SHOWN ON CHART. Y)j SEE ELEVATION FOR .KEY TO TAPCON LOCATION& * e< YOOSEF LA VY P.E.4"Tt- 10) IF EXACT WINDOW IS NOT LISTED IN ANCHOR CHART. USE ANCHOR QUANTITY LISTED WITH NEXT p 4u LARGER SIZE, FOR THE APPROPRIAIE DESIGN PRESSURE REOV. CONSULTR70 ENGINEER all W 0* r• 0-ft n 1i11•PA I. M Mt •I+4 D I0111 • ,� STATE OF 0300 FOWff LANE. SAW / 10e F' ' FN OR %DP••' �?�." DALLAS. TM43 75243 ASSEMBLY DRAWN) I J` • P. CM4}340-41049 F:(214)S40-"7 SM" 14e0 IOL 14CNIE we= rarPl �ONA L IN••N� +` AR IT, NIT C/.1 OAR Ot MN 12/10/0] p f] DWALAMM 1450 EL FlN TYPE WINDOW I JAMB SHEATHING CAUL( BETWEEN FIN BY OTHER & SHEATING 1' MIN INSTALATION (II ' / I� EMBEDMENT ANCHOR I Y FIN TIPE WINDOW FRAME I yFIN rt`PE FRAME S PERIMETER CAULK-"*" BY OTHER INSTALATION ANCHOR SHEATHING r l BY OTHER— 1' MIN. EMBEDMENT SECTION 1 M14DOW WIDHT— EXTERIOR WINDOW SHMA IF REO D CAULK BETWEEN WINDOW FIN & SHEATING ',,A�N44\44j I1 SEF L I REF No. 42371 ♦ A •• - Wi i STATE OF ♦i�F � '. •°(0 R TOP.•. �? NAL 2 X WOOD BY OTHERS CAULK BETWEEN �- WINDOW FIN & SHEATHING 1'MN. EMBEDMENT SHEATHINC BY OTHERS INSLALATION ANCHOR PERIMETER CAULK BY OTHER EQUALLY SPACE ANCHDRS (TYP.) 1--WJ _I (- ELEVATION VIEWED FROM EXTERIOR B' MAX.(1YP) 6-MAX.(TYP). G.A. 3 COMPARATIVE ANALY515 & TAPGON ANCHOR .CHART WINDOW. DESIGN PRESSURE NO. OF 18 W" NUM OF .090 KNAL SIZE INCHES CAPAL11Y INPSF 1011. IN FRAME REDID. N FR/NE lam Um T INZM HEAD SILL ISUAIII HEAD SILL 1111 18 x 30 109 2 2 2 2 2 3 18 x 40 63 2 2 3 2 2 3 16 x 00 63 2 2 3 2 2 3 16 x 60 FI,. 30 2 2 3 2 2 3 20 x 30 66 2 2 2 2 2 1- 20. x 40 73 22 3 2 2 4 20e0 39 2 2 3 2 2 4 20 K 60 48 2 2 3 2 2 4 26 x 30 07 67 2 2 2 2 2 2 2e x 40 52 62 2 2 3 2 2 3 28 x 00 46 48 2 2 3 2 2 4 26 K eO 40 40 2 2 3 2 2 4 30. 30 52 62 2 2 2 2 2 2 30 x 40 49 49 2 2 3 2 2 3 30 x 30 43 43 2 2 3 2 2 4 30 x 60 40 40 2 2 3 2 2 4 38 x 30 41 41 3 3 2 2 2 2 38 x 40 40 40 3 2 3 3 3 3 38 x 60 40 40 3 3 3 3 3 4 3e x 60 40 40 3 3 3 3 3 5 40 x 30 40 40 3 7 2 3 3 2 40 x 40 40 40 3 3 3 3 3 3 40 x 60 40 40 - 3 3 3 3 3 4 40 x 60 407 3 3 1 3 1 3 5 33 x 72 40 40 3 3 4 1 4 1 4 1 GENERAL NOTES: 1) SHIM IF REQUIRED FOR LEVELING. 2)) WINDOW FRAME MATERIAL. ALLOY 6063 3) CAULK BEHIND WINDOW FIN AT HEAD ,SILL & JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE- 5) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTU E1300 GLASS CHART. SINGLE GLAZING IS SHOWN, INSULATING GLASS IS ALSO QUAUFIED 6) WHERE E0VSFU7AT�ESUe DESIGN ADS WLL E LUTECTO40 DE 0 WATERT PRESSURE o 0SF ACHEYm N TEST. 7) INSTALLATION: FIN FRAME WINDOW IN WOOD FRAME OPENING WHIT TWO BY WOOD STUDS USING .090 NCH. IRA. MAILS OR /8 SCREW OF SU"IMRT LENGTH M PROVIDE MINA- EMBEOL£HT INTO SUBSTRATE. e) IF EXACT WINDOW SIZE IS NOT LISTED N ANCHOR CHART , USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SZE r1A YOOSEF LAVYAVY, P.E. -�^i' CONSULTING ENGINEER a*7MF Sew FUN31 LAM SURE / 100 DAl11�L lEXA7 70213 IOBt t. auk IL • Cwdh% u 7w • FA k E11812 • Dft T2 75311 ASSEMBLY DRAWING SERFS 1100/1900/1970 SINQE HUNG NNDOW n 2I4 OON F: 214 Da7 DRN. AR olxa IP ICME N/A AUM U10" DATE 12/11/03 B DIE NUMBER IHSTAUTIDN II00 TWO BY BUILD CAULK BETWEEN FlLLERSTRIP R BUILD DOWN BY OTHERS DOWN BY OTHERS CAULK BETWEEN 1WNDOW FLANGE k FILL STRIP --I 1 1/B- MIN EMBEDMENT SHEATHING Z BY OTHERS PERIMETER CAULKIrFlLLERSTRIP ERS. BY OTHERSEQ'D.FIANCE TYPES) WINDOW FRAMEION HEADERANCHOR. BL HEJ GLAZING (TYP. 1.T[.rn SEE NOTES). FLANGE TYPE VANDOW FRAME SILL PERIMETER CAULK BY OTHERS CAULK BETWEEN WINDOW FLANGE k WOOD BUCK & b. d CAULK BETWEEN MASONRY OPENINGByBY OTHERSOOD SECTIONSECTION 1 r oo& NOTES: 1) SHIM AS RE(YD. AT EACH INSTALLATION ANCHOR USING LOAD BEARING SHIM. NAIL ALLOWABLE STACK TO BE 1/4'. 2) MNDOW FRAME MATERIAL ALLOY 6063. 3 CAWS BEHIND WINDOW FLANGE AT HEAD. SILL JAMBS 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE, 5) CLASS THICKNESS MAY VARY F'ER THE REQUIREMENTS OF ASTM E1300 GLASS CHART SINGLE GLAZING IS SHOWN. INSULATING GLASS IS ALSO QUAUFIED 9) DVMEFIE WATER RESISTANCE TEST ESIGN LOADS WILL BE LIMITED TO 40.0R pSF DUE WATER TEST PRT OF 15X OF DESIGN AESSURE� POSITIVE ACHIIEWO IN TEST. 7) 13/16' TAPCON TYPE INSTALLATION ANCHOR MUST BY OF SUFFICIENT LENGTH To PROVIDE A MIN. 1-1//4' EMBEDMENT INTO SUBSTRATE #B INSTALLATION SCREW AT HEAD AND JAMBS YIUST HE OF SUFFICIENT LENGTH TO ACHIEVE 1 1/B' MIN. EMBEDMENT INTO WOOD FRAMING. J/18'.DIA. TAPCON ANCHOR Nk is INSTALLATION SCREW TO BE pL.ACED D' YAK FROM CORHrFRS ! 24' MAX O.G MAIL BETWiEN. B) BUM DOWN AROUND THE CURVE. PORTION OF WINDOW FRAME TO BE ENGINEERED BY OTHERS BURR DOWN MUST BE of SUFFICIENT STRENGTH TO ADEQUATELY TRANSFER LOAD FROM WINDOW TO THE STRUCTURE. 0) ELEVATIONS SHOW ommoN.CONFIGURATIONS. IT IS NOT INTENDED TO LIMIT USE OF THIS PRODUCT TO THESE TWO CMFICURAnoNS. THIS SHEET APPUE".To ALL coNFlWRAnoNs OF FINKED MNDOW FRAMING SYSTEM. _J ELEVATION Q 1 1/4- MIN EMBEDMENT. VIEWED FROM EXTERIORS E FE4LIFF INSTALLATION ' No. 42371 ANCHORS i STATE OF ;• ? AiOLDp R' �_ IIII1 S14TONAL A SHIM AS REO'D (SEE NOTES) FLANGE TYPE 1 1/4 MIN. WINDOW FRAME ~EMBEDMENT JAMB GLAZING (TYP) v SEE NOTES INSTALLANON —� A NCHOR. 1—_ CAUL BI'TWEEN WINDOW FLANGE SHEATHING PERIMETER CAULK d \\\` ONE BY WJOD BUCK BY OTHERS. BY OTHERS CAULK BETNfEN WINDOW FLANGE A! WO()O BUCK. SECTION 2 ELEVATION VIEWED FROM EXTERIOR YIA JOB 0 04-021F r: YOOSEF LAVY. P.E. CONSULTING ENGINEER . OW /DREIT LAZE SUITE A 10E 1001 R. C.* 1L. &r AW6 II ROM • FII d I110l1 • p ieA II 7ST11 DAuA7. TO" 75243 11+ wa R 214 INSTALLATION DETAILS TWO BY BUM DOWN SERIES 1450/1550/1570 DESIGNED PICTURE WINDOW ERN. CHIm p1.ME AR IP N/A At1D1• iDOEtt DATE n DIE NVMBER 12/10/03 B INSTAIAnON 1450 PW NOTE: ' 1) DESIGN PRESSURE CAPACITY OF WINDOW 3 INSTALLATION IS 40.0 PSF. 2) INSTALLATION OF FIN FRAME WINDOW IN WOOD FRAME OPENING WITH TWO BY WOOD STUDS 0.099 INCH. CIA NAILS. PLACE .099 NAILS 8' FROM FlN TYPE CORNERS MAX. & B' O.C. MAIL BETWEEN. FRAME JAMB 1' MIN. 11' MIN. 3) FOR INSTALLATION OF FIN FRAME WINDOW IN WOOD FRAME OPENING WITH E14BEOMENT sHEATIHRO EMBEDMENT TWO BY WOOD STUDS, USING /E SCREW OF SUFFICIENT IEM07H TO BY OTDfAS BUILD DOWN PROVIDE MIN 1' EMBEDMENT INTO SUBSTRATE PLACE SCREW / 6 MAX. BY OTHERS FROM CORNERS k 24' O.C. MAX. BETWEEN. INSIALATX)N ANCHOR 4) SHIM IF REQUIRED FOR LEVELING. -SHEATHING BY OTHERS CAULK BEHIND n;N 5) WINDOW FRAME MATERIAL' ALUMINUM ALLOY 8063. CAlri l: BEHIND FIN. 6) CAULX BEHIND WINDOW FIN AT HEAD, SILL & JAMBS GLAZING ('lYP- M IE3 7) CAULK FOR PERIMETER SEAL MOUND EXTERIOR OF WINDOW FLANGE. B) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM 1300 GLASS CHART. INSTAIL�TION ANCHOR PERNETEIR SINGLE GlA21NG IS SHOWWI, INSULATING MASS IS ALSO QUALIFIED. EXTERIOR CAULDf BY OTHERS 10) ELEVATION SHOW COMMON CONFIGURATIONS IT IS NOT INTENDED TO LIMIT OF THIS PRODUCT TD THESE TWO CONFIGURATIONS THIS SHEET APPLIES TO ALL WINDOW 1WD7H- PERIMETER CAI BY OTHERS USE CONnCURAIIONS OF FIXED PICTURE WINDOW FRAMING SISTEM. SECTION 2 FIN TYPE FRAME HEADM GLAZING (TYA'.)- SEE NOTiEs EXTERIOR zzj WINDOW HEIGHT RN TYPE FRAME SILL - PERIMETER CAULK BY OTHERS- INSTALATION ANCh7E6 CAULK BEHIND FINE sHEATHINC BY OTHEH^i SHIM IF REQ'D 1' MIN. EMBEDMENT 1 ELEVATION VIEWED FROM EXTERIOR HEIGHT 2 No. 42371 p � W S 0 STATE OF 1- 1 ELEVATION VIEWED FROM EXTERIOR 2 - INSTALLATION ANCHOR INSTALLATION ANCHOR SHIM AS RMID am BY WOOD CONCRETE OR SCREW((T�T�P�. 3/1e' OUL TAPCON %SEE MOTES) BUCK BY OTHE MASONRY OPENING IMEW TAPCONARE BT OTXAS NOT REOb.) CAULK BETWEEN DOGE FRAME wow BUCK a JAM INSTALLATION ANCHOR OHnlERS M00 ASONRY .OPENING M SCREN_ _ (T'IP. . WNOF[TA TAR' MS ARE BBAICKBBY BY OTHERS GLAZING Q (SEE HOLES) SHIM AS RRECD 4 1-1/4- MN. - 4 (SEE NOTES) - Q i CONCRETE 4 OR MASONRY OR • 1//4' MAX SH1HM SPACE Q ING BPE76BO er OTHERS 4 INSTALLATION ANCNON 3/16' Du. TAPCON STUCCO BY OnN[RS - CAULX BETWEEN MOOD v" a OPENpO CAULK DOORWY IFIRAME BY OTHERS BBYY OTHERSMETER WAG PFAMETER Gl0.N now By OTHERS STUCCO BY OTHERS 1-1 4' m HUGHHT OIT GLAZING (SEE MOMS) - DOOR NID TH IIV MAX. 51-M SPACE EXTERIOR TAPCON INSTALLATION. CHART oat CALL DOOR UP m 4e R•� el 14 UP tD UP To � P SIZE SIZE 45 PSF TO 60 10 70 70 PW 45 TO e0 TO 70 OP PSF UP PSF DP OP .�.. PSF D PSF OR J 4 4 3 4 4 6065 X0. OXX,, XX 72 X W 4 4 a 4 4 3 4 5 a 906a YA OIL xx icon100No. OK. xx " x no 120 x BO 5 6 9 6 7 4 3 3 4 4 5 Saab x4 OX. xx 00 x Be 3 3 3 e 6OW III).OX, Xx 72 X W 3 J s 4 5 am X0. ox lot SO x 90 4 6 7 S 4 B 6 766e OKO 901511 0 -7/4 log-L+I x so 5 s 6 4 7 4 e 120" OX0 145-aA X W 7 7 0 11 4 3 4 14 5 1009a ow101-T/4 78M OW X 80 91-3/4 x l6 a a 10 9 5 4 5 3 4 6 e 9090 Ow tog-V4 x 99 9 a e 5 4 6 e 120e0 OXb 14e--3A x" 7 0 a 4 e1 13 e so" Rex Hof-ias-%i. x BO a 0 e 4 3 1 e 12066 Xx 147-FM x eo 7 7 4 4 3 4 5 IBM Xx 170-" X 00 a 10 11 4 3 4 a 76M Rex 5e-MA X 9e 5 3 5 9 4 0 a 9000 Nx 10e-2/n X 94 a 5 a 5 4 6 6 12000 I= 142-9M X 06 7 B 9 4 6 e 17a-6 0 1200 a a 001= XW 16066 OXXIX jOGot 144-DA x 00 tot-OA x W 7 9 7 10 12 4 4 3 4 5 100e0 OXXIL 1000t 120-M X 09 0 6 7 5 4 6 6 12080 W00% 3000t 144-SA X M 7 0 4 a e Bill2 14 S SECTION B-13 wNooW rBonN I CA UK BErim A WOOD BUCK a ONE BY NAVY OPENING WOOD BUCK 4 7 BY OTHERS By OTHERS • a .�R. NRDON Si1pN0 (LASS DOOR d OIeEOAENT d ' ♦ d • d Ee11�E0MFJHi HOOK STRIP d HUWT UBERALLY APPLY CAU.KWC V UNDER SILL OR SET WL IN Q A OUI2YNG - BED OF CONCIETE O (SEE NOTES) CONCRETE H L CONCRETE W � W MILSOPIf,Y MASONRY OPENING SECTION A -A INSTALLATION /ie qti TAPCON OHM OR OPENING BY OTHERS STUCCO A By otINERs "lizp ) Dloot YAITAA4 A MANIA ALM 60" EXTERIOR ELEVATION 1J TAWR rOq MM%UAIWI Amomm YIWT K A BO/K7aT ROIIT't1/ TD AORW YK Ofml�lT A 1-1/P BITO lJOXK BETUII74 YASpM► OR OWIOB!1L WOE BUCK a S) Al1ETJiAa TAPOW JNi1ALLABO1 ANUM TWIT 10 BACK W ALL P11AIE 1dbR DOORSlmNOK SS 4 RATE KAIa WAX I= F[I6Q11011 OM A1a60 OWIC 1 OF 9Do1 DOOR NOOK STRIP A s IoLwr DOOR Ka N NOT LMM W ANCHOR CRAIM UK ANCHOR OLIRK Y USTWO ISM MIDIT UIRBOR M TOO THE i R) Facal m on un amm WWA" ODRR 'Mt r Camou nom TO mow ODINa 4JONo OIJISa '!' OI/OIOTAPCON� `. ►�n/4 F-� .. • ` I/A7VH 1) RMOATm MASS !IO•K, BIWE OIA XW ALM APFII 4M TTIIOm Q Afe TROW 0. MAY WHY Fa MOAMNOH! Mf4Yl O WIN OJOA CLUBS C HABIa; DOOR INTERLOCK `J ••••••,� yC� B) ALL FACTORY AFN= NU NOT 9BD7/!D fm TMLOH ANCHOR 1WAX0 R raw WTH P XM30. Or IB/ROO/T _ LNDIODI A AIOMOB 16a eA' Comm Br10 T,LDO eAroL KOOK STRIP DETAIL R 4^ 1F ICgff. . 1001 L N,• bndk% 19 MIN PA Ix 119W •Del% 0 1=1 R))) AAHW / ILL COMM ABM TO U KAUB YM A IOWL A M KW WAEOL V 10) QW AS REM AT EA QT Q. 1IMALATION AIIW C SM ... 000- w W XTAOK TO K 1/4: 11 ALL.NnAwmHH A+oHas Win a wK v D°IBIXaw uNt w' s ;pTi �•r - SERIES 420/430/4,40 SUDINC GLASS DOOR 1 ROC Y.mmm Mo194 PARK AM ^C 1 WGI FOOD ►MM A1PWM OMMM11RIA MW iS MW ST ON WMAUABOM DIAAL INSULATION DETAIL 13) NOT ALL TLIIIaiMT10Nt UBM ASWFE Aft D OM ON 11tl OMxaX. NWEYQI IWTAl1ATIO1 9[OICN! 'A-C. 1F-X' • I•' • HOW "W,VCTAL AFFLT 10.l Illft" IWI Or AL N"WAW Op0101A1A1fO/B. YM1Y la)j YAK ALOVA" V AGING K7OQe1 TAMOM NMC"O W TO. W le aG IS) W= 470 RXM MAW DOOR M aM1N: TO PRINT AXO MFMO 10 47O • "0 MOM , • . - OK InAD01 14 RWa DOOR ■ MTAKm W .ROOD MAW WIIRHCMIL UZI /IO NCQW OF A/IF"Ill T NORM 79 AIMW I-7/: YW. aBmwon NW anan"I . KAM fro Dow" r ►xOY COP11"m • B4' es MAX �=•'�a"�L oWNW 02 20 02. B, .GEN=0024 .. .., waver• a waset • rwsa Y•�t re. >• 4ww.•ra a,11 'ot Ya Iolrrc war aM �a r4 4<♦® M w saA CONCRETE TWO 9Y 900o OUCx ANCHOR OR IIAS"Y 3/16- 0LI TA►COt e' "KU k 13-1/r O.C. MAX BY OR NY 3 7 BY 6 an 7 R • 1000 0. myorm 4 (SEE NONE I6) AeM AS REOV (SEE NOTES) 0 4 • 4 . sm As REO'0 INSTALLATION ANCHOR (SEE HOln) cJUR!< BEtYtD1 195ao ooaR FRAME T MJOt ! MASONRY iY MB OP. OA BY OtT[M OR t•MASO d.Aa1H0 OPDe11c C d 1""1� (SEE MO1l3A ) BY OT11E11S -1/e- tw. snJcoo BY OTHERS 1 {- MAR SPACE PERINETER OTMRSCAUX BY ►ETRMETER GLUM — BY OTHERS DOORiTGWE BY THO EM HEttG4T DOOR WITH! H - ((SEE NOTES) I I BY D `NUC my mOO ANCHOR 3/16- olll TAPM .9' d' Few Dw e 13-1/7' ae MAX BY OTHERS D INSTALLATION p ANCHOR is eurcW CAUUE BETWEEN MHOOO 9= • WISP Ops"m BY oTT+1Rs 1/4' MAX 7 try OR go. sp%r 2 x 9 Sow BuaC By o0<RS SFCTION B-B (SU NOTE He) INSTALLATION ANCHOR CHART J/19' WA A BC1E11f AWS T 6 CALL DOWt .141" S K AL EA, JAMB HOOK SIZE g SIZE IN to a Ps► et Psf HIP TO b IN► 61 P v 10 up CONFlGUIRATION INCHES as ►W Tow m 70 •s vs< m w to 70 To >b O► Pr.ap P5F BP UP st Dr ! OP OF 606e x4 OlC ICI 60 B 10 3 3 J J 3 { 5 m { • 4 { s sm No. am lot M x 5 5 5 5 7 e { 5 1006e. too Ox. xx 120 x Be 6 f 3 3 3 3 3 9 6 am tom. ON. NK so x 96 f2 3 3 3 { a { 6 e 6000 x0. OIL wx K b .3 { 5 6 abed 1m. 001, xx M R 96 4 7 5 0 0 90" ott0IM ONO ' 1o0-3A R 60 e e s a s 7 • s 120" Ox0 143-3A It 5o 7 7 9 7 0 to { 1 s 15068 Otto 191-3.1 x fo 9 10 11 a 9 12 p{ 0 7680 ORO Ot-3/• x 9e 5 5 f 5 5 7 6 6 am ONO How Oxo toll -SA tt 96 I{s-s/. x 96 a 7 f e 9 6 6 6 10 12 6 6 at-". 11 13 16 e x owe tax .n 106-•A• x 50 S s 6 5 f 7 10 { { s 120" )OX 1.2-.A. x SO 7 7 e 11 7 0 Is 14 4 5 s ism x01 17e-./N IT eo a 10 9 7600 Xx Bryn x se tt N 3 5 S 9080 xtx Id-.M 1{2-.A. x w 1 6 6 130/0 tmt - 01 i2 I ill i6 1706E 010101 t0001 :"-qA x 90 7 7 9 7 0 10 • s s I 0)OtO. xt01x 192-.A x all 9 11 17 7 to 13 Is 9 { 6 s e 1DOW mm xxta 120-BA It Be 6 6 9 f e 10 it 6 6 12090 0t0t0. WOW ._r. .r.- 14{-NA x off ... - _- . 7 . e li 14 0 1. 1• 17 e R CONCRM e OR MASONRY d. OPOOJQ ' d d v 1-1/•' INN. SWHC GLASS DOOR 4 G Q BY ODERs 1 S APPLY UMO • 7 Ny}( STRIPe I UROM NOER 3•.L OR SET S41 N----{4-i--��' d ' CA" BETWEEA HOOD a" k G • MAST OPQA+O BY OTHERS v BEO a CON-11 o Q SECTION A -A y�s�aw N ANO M mhl S) TA/COH tM ORT.tLLA1gM AMORORS 6 SLL MUST t OF SUFYCONT UVAlK 10 AC w ILL VAIMMo.T Or R-1/i a a KMV MSTALLAoa AMO/dR WAT K OF YxNO011 LCICIN TO A*WW A UK -ter Rare WASCPQ COHEIR. OtSmM0f1 or 1' NW TM eT Won arm I ALURNATE IAMON NMULLAWN AMOdM FMOIT 10.ACR W FRANK s.L USE MILK TOP FUNKIER SM AROUND 09te90R Or I I 6 e RAC?-0OR SM 6 NOT 1Wm N WSTAItATIOM AMOIOI OVJM USE P1N31a OWM6TT USRD WIN WW LARGER am FOR M APPIHOPKATE tle0/ FltSSIPS Rom 6) FOR P000T.00e 1 11 UN oalEST e1►AU OM sa k CO IMM"CH le flWWW O'Dw4 r) 8"K QAs1R5 MSO M7RO MWEREP K#= tHICIMM MAY VARY 1� WWOR O oll" O1HEJIS 91"" a�Arn� a'�m 6) ALL FACIOAY APRIm NOW NOT O1310HU FOR TAPM ANDW "" K ►aIEO ■TH p SORE" OF MMPICOR V:"T LOOM TO PW K 6N 1' O<OYp1T Ole TWO M s000 SUM S ARM / JtL COMER Att to K S[ALO Ntt A OWL UOttT KAM SMER. it OW AS MAR AT SA SET O/ .OTALLAROI ANO" WIN t" @E MNO I/ML UM KIIDMRYE SHN STAOR TO X BETTEEN OOSm"O K i/r. K s1w 11 ALL SMALAIOt AMOCW UM K WW O' Osm1=011 �TARI VATCRMA WIQE -9 6 r Rp/t1/01Tf YONq PAWL AND X MOMENTS R160 ►APW APP110Um 0"W"It Alt As 13) HOT ALLCLAZING LISM "COI lOtXtAA9KOO 1= Al9'HL' ME Woo OR 1NS eRAMe1R Nv@9%U OMINAANm lEcam 3 "A -A'. 'e-0' (SEE NO $) ION ANCHOR E S' Ell TAPCOH A Now Slw KTAL Aml 10 INsta"mN Or ALL mm olm cmnm /AT101d SUONC CLASS la) HAS ALLOMA u, 1PACq K"Cot TUVN APKPM O FRANC SLL TO K S•' CA DOOR INTE LOM 12) SOAIS .te_ME.M &.An NO O 04OW MS P"" ALSO AERIES TO Ate A "0 1FJKi H.1 UM OR nu .oe6 8" 16 K UOUELY ►ASW= 10 11 VWER 11t LOA. l0 !tt W CWT- tJMU" O1 al"M HOOK STRIP DETAIL SRWCVJAL WKTMR 11) CESM1 Pw4sxm WAOrr Cr PrAemy re R n0 rsr. A- EXTERIOR ELEVATION 1p QQ'' • •{ 1001 TL M.+ CrlFlei R 75a96.1i B� 11902) • Wlr, 1E JSTII * ; 16/ i 4r Mfrs .Cfw oft - l{ s cr SERIES 420/430/440 SLIDING GLASS DOOR 4�. 117E V! INSTALLATION DETAIL VNTH TWO BY BUCK IN MASONRY - '•.IY./FH1' - 1 1 1Zl UJ/VL I Y 1-vu.rwc. __ 9 i ujt1;i WA4u0/VV N FM GENERAL ALL MINLN CORP. FLAWGE MOR¢ONTAL MULLION DESIGN LOAD CAPACITIES EXTRUDED ALUMINUM TUBE MULLION #I"$ SH S12F8 WHEN USED FOR MULLING TRANSOM MULL SPAW WDW. MGT. V 53.000 61.000 74.000 80.000 90.000 96.000 106.250 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 28 19 50.625 16B 112 65 49 32 25 17 54.625 168 111 64 48 31 25 17 55.625 168 111 64 48 31 24. 17 63.000 168 110 62 47 30 24 16 72.000 168 110 62 46 29 23 16 84.000 16B 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 RICI.UDE TRAMSOM HEIGHT. • READ MULLION SPAN AND WINDOW HEIGHT IN RICHES. 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. Dm u - L/175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 20M REVISIONS TO THE 20M FLORIDA BUILDING CODE PREPARED BY: PR IM#CT 7ffCffM0L0QY CORftWTM 1150 LOUISIANA AVE. SUITE 8 WINTER PARK FLORIN 32789 PHONE 407 8224M4 / FAX 407 =-= ,o44aat•slres,00�' �44 1• p�Vj i®* 4 • • d po �a4 ¢ho"f.ea•sN4e CA02na3e 294wr- 3 01-1201 MULLI^" ANCH BRACK WINDOW FRAME JAMB (TYP•) �TALLATION CHOR (P.) #8 SELF TAPPING SMS (TYP.) mw"i%ji DIE NO. 1448 SECTION A- A v EXTERIOR ELEVATION MULLION ANCHOR BRACKET INSTALLATI ANCHOR (TYP. ) �FCM ON 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 MUWON TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1" MIN. EMBEDMENT INTO WOOD FRAMING. 3) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OR OTHERS TO DETERMINE COMPUANCE ON A SPECIFIC STRUCTURE. 4)DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS f62.0 PSF. maomm we PAMKT we"wLaw Oowr ,eM tapsk"U Arc. UMM ►"K FU , m" now aw-on-am rue mo-au-sass No: GEN-0457 MULLION DIE NO. 1448 TWO BY WOOD FRAMING -� '%4*11111��ltlli`7� 'I OWN O `O SEE NOTE JV2 " a7y r40 f � GENERAL ALUMINUM CORP. CARROLLTON, TEXAS mm FIN VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1448 AA1" ---- °n'e 88 "P""° ---- oA 12/05/02 ---- 90*A6 HALF I0A'Ll — — — — lord "aGEN-0457 N GENERAL ALUMINUM CORPORATION VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE #1448 FIN VERTICAL. S.H. SIZES WDW. WTH. � WOW. HGT. V 18.125 25.500 29.500 38.000 47.000 52.125 25.000 1245 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 96 62000 115 Be 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 #1446 WHEN USED TO MULL FIN SINGLE HUNG AND PICTURE WINDOWS READ WYAWN WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD BE CHECKBDE IN EACH SPECIFIC CONDITIOK Dmoc ■ LM 75 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE. PREPARED BY: PRODUCT TECHNOLOGY CORPORATION 1150 LOUISIANA AVE. SUITE 6 CA020037 WINTER PARK FLORIDA 32799 29-jw" 3 PHONE 407 = 3341 FAX 407 622-6335 01-1201 N GENERAL ALUMINUM ALUMINUM MULLION, DIE *1442 WITH NO REINFORCING BAR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL SH SIZES WDW. WTH. > WDW. HGT. V 19.125 28.500 30.500 37.000 48.000 53.125 28.000 1062 987 987 987 987 987 38.375 410 340 321 307 307 307 50.626 216 172 158 143 133 133 54.625 169 133 122 109 99 98 55.625 160 125 114 102 93 91 63.000 107 83 75 67 59 57 72.000 70 54 49 42 36 35 54.000 43 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 1"2 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 a 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., SURE 6 WINTER PARK, FLORIDA 32789 PHONE 407 622-6334 / FAX 407 6224M35 CA020140 /18-OM-03 0L"WM Florida License 047946 INSTALLATION ANCHOR (TYP.) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) II I II i I II I MULLION I (I I ANCHOR I II I I II i BRACKET I I 18 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1442 SECTION A- A W1 I L= ------- no EXTERIOR ELEVATION v a A v v a a a CONCRETE OR MASONRY 0 'D v SUBSTRATE SHOWN. WOOD FRAME SUBSTRATE ALSO APPLIES SECTION B- B °W11 NO: GEN-0454 MULLION G.A. 25 DIE "NO. 1442 INSTALLATION ANCHOR (TYP-) SEE NOTES #2 do #3 NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LT-H. 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 & SILL. 5) 1 IAI,.L OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE GCODE CO PLIANCE ON A REVISIONS. RESPONSIBILITY PECIFIC STRUCTURE. I E ` GENERAL ALUMINUM CORP. a`"A' 3 CARROLLTON, TEXAS FLANGE VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1442 r r �T; iE, AMM BB °' ---- w►1['8/21/02 9-11-02 A REMOVE ANCHOR SPACING DIM. BBo 101AA-� oe�' DATE SYM. REVISION BY "'flkialtsa�° rn/m — — — — I f'mm HALF I mums — — — — I ow was GEN-o4s4 smr =W. SIN IalMM AW— IMM mm nam INSTALLATION ANCHOR (rn'•) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP•) !� .A. V a� I°� Na GEN-0459 MULLION I II it I DIE NO. 1442 t II MULLION I I I I II I I I ANCHOR I I I I v' BRACKET I INSTALLATION ANCHOR PPING (TYP•) SMS (LTYP.) p v c v c a p -- a v p a 4 v 1-1/4" MIN. SUBSTRATE v a EMBEDMENT MULLION SECTION B-B DIE N0. 1442 SECTION A- A J EXTERIOR ELEVATION NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION. ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS 9;oq t % GENERAL ALUMINUM CORP. I•., 010110 CARROLLTON, TEXAS w�: PRE -CAST SILL MULLION INSTALLATION DETAIL av o W/ALUMINUM TUBE MULLION, DIE NO. 1442 Ate: - - - - Imt BB � + e TA-r a $ wi/TT: --- — wimm HALF W►n ---- o GEN-0459 + ,co.wner =W. 11so ueUi.w.A AN9_ IMM rww. haQA lmw rMW 401-422-UN FAX ,of-LU-sale f R,S����/7A111i '� _��• GA, 28 MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) N m WINDOW FRAME HEAD (TYP.) SECTION A -A INSTALLATION SEE NOTES —~1 ANCHOR #2 L #3 (TYP.) MULLION 4F DIE NO. 1445 D v MULLION o ANCHOR v — #8 SELF TAPPING BRACKET v SMS (TYP.) 0 v MULLION DIE NO, 1445 SECTION B-B GEN-0456 INSTALLATION ANCHOR (TYP.) 4 ° CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE v ALSO APPLIES. v a v NOTES, 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INT❑ 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 PBifOBiM%LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA Dj7VG ��� H 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO nVTFRMT �i>aNG SPECIFIC STRUCTURE. s O EXTERIOR EEEVATI114I1i Vri0 i • �.9, GENERAL ALUMINUM CORP. CARROLLTON, TEXAS Tom' FLANGE HORIZONTAL MULLION INSTALLATION DETAIL N-� A � o LI P4 • ��� ALUMINUM TUBE MULLION, DIE NO. 1445 BB "niv° ---- °"TO 8/21/02 .OngvJil61�/PltO2i 9 V"o ---- E' HALF N"n'---- JrA 0GEN-0456 �Iov��m rA wdue� lsn�47ot7 WW. uw l[VOMM AK.. W-5. P&M MMM 39M MW /97-4=-4a4 r#X 41 a -4= >• s .._l ! Me CJ1A CJ3A 14-0-0 III ICI, 'MI ID � s "Ni, 0 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: (77/2)486-533E *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON SCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE 13Y OURENGINEERING . DEPARTMENT * BACKC'HARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 12 DESIGN BY: ACJ C04JNTY: _ CODE: FBC—ASCE 7 LOADING: TILE MW SPEED: 120 M.P.H. SCALE: 1 JE° = 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: 40psf TC LIVE: 20psf TC DEAD: 10psf TC DEAD: 15psf BC UVE: 00psf BC LIVE: 00psf BC DEAD: 05psf BC DEAL): 05ps` OUR FACTOR: 1.00 CUR FACTOR: 1.25 ADDITIONAL LOADS PER. FBC & FRC NON —CONCURRENT BC LL 10psf FEC TABLE 1607.1.27 FRC TABLE F.301.4 (NOTE 6) CONCURRENT SC STORAGE L 1 20Psf FBC TABLE 1607-1.27 I ,PC TABLE R3Oi.4 (NOTE 6,G,H) NON —CONCURRENT BC MOTNG LL 200�- FBC TABLE 1607.1.31 DEFINITIONS MW = MAIN WND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD OL AD = OELOAD ps1 = POUNDS PER SOUAR_ FOt T # = POUNDS - Do t� LL1 F_ cn Q 44.,, A 50-0-0 10-0-0 12-4-0 27-8-0 a-O-Q 5-4-0 a-O-Q 3-4-0 0 x I 10—n-0 / 11 i}i i�•i , i•� .� 50-0-0-- *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 1 R' —10" PLATE HT. 20'-2" PLATE HT. r� 00 to REVISED: 1-30-06 w PAGE 3 OF 3 GARAGE LEFT BWD13CBURL � 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 ® 3 461581 �BFAX: OFCE:VOCADO (321)25 (321) F254-1582 5285 ST LUCIE BLVD. F% PIERCE FL. 34946 Q OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* m * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-81 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 �XCXCHPt�RTM �N� .A G) S WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. 12 61 / DESIGN BY: ACC ACID BY: KSM COUNTY: _ CODE: FBC—ASCE 7 LOADING: TILE MWF SPEED: 120 M.P.H. SCALE: 1/E" - 1'-0" EXPOSURE CATEGORY = B MEAN HEIGHT: 25'-0" IMPORTANCE FACTOR = i BUILDING TYPE: = ENCL05ED TRUSS SPACING 24" O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR; 'ROOF TC LIVE: 40pst TC UVE: 20psf TC DEAD: 10psf TC DEAD: 15psf BC WE: oopsf BC Uric: 00psf BC DEAD: 05psf BC DEAD: 05psf 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 6) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.77 FRC TABLE R301.4 (NOTE B,G,H) NON —CONCURRENT SC MOVING LL 200# FBC TABLE 1607.1.31 DEFINITIONS MWr = MAIN WAND FORCE TC = TOP CHORD BC = 60 f0M CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT p = POUNDS nv�ra 1. DESIIiN .AND TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE, 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DWG 409783. INTERNATIONAL BUILDING CODE, AND INTERNATIONAL RESIDENTIAL CODE. JAMB/SECTION BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. WOOD JAMB - 605574-0001 LAG SCREW, 5/16 X 1-3/4 3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2 FIVE SECTIONS. 4. SECTION HEIGHT OF 20.812. 19.00 & 16.75 ARE AVAILABLE AND MAY BE USED IN COMBINATION TO ACHIEVE VARIOUS HEIGHT DOORS. 5. EMBOSSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE PATTERNS OF 12.50 X 43.375 AND 12.50 X 20.375 MAY BE USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE. 6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE. 7. USE THIS BRACKET, REF. P/N 405964-0002, ON 8' HIGH DOORS ONLY. 8 WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE APPROVED PRESSURE RATING CHART DOOR WIDTH 12' 10' 9' 8' DESIGN PRESSURE 44.4 60.0 60.0 60.0 TEST PRESSURE 66.7 90.0 90.0 90.0 JAMB LOAD LBS FT 267 300 270 240 NUM. OF EXTRA BRKTS PER SIDE - 1 - - 7' BRKT LOCATIONS - 1 12" - - 8' BRKT LOCATIONS - 1 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 381 SERIES GDS550 25 Go. 3 1/8n � I OPENING HEIGHT (VARIES) SHAFT (VARIES) OPENING HEIGHT MINUS 11" 2" X 6" WOOD JAMB 2" X 4" WOOD JAMB OR EQUIVALENT HORIZONTAL TRACK & COUNTERBALANCE 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS 405964-0002 -405964-0002 a7 54 1/2 046450-0003 T 36 20 1/2 5 I 405964-0001--/ \-405964-0001 STANDARD TRACK DETAIL FOR 16' SCALE: 1/16" = 1" END HINGE 1-1/2 / ROLLER SHAFT BRACKET 405742-0001 (2 REVD) 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 �.968 TYP 2 PLCS VIEW "D-D" "2" TRACK 068 THK (VERTICAL) TRACK R �I �o I II I ROLLER DETAIL "F" SCALE: 1/4 HEADPLATE `:HAFT „G„-- WIN 405771-0001 061166-0002 DOOR WIDTH CENTER STILE END STILE ROLBLEERC SE AFT STRUTS/SECT. ROLLER VERTIGAGE RACK (#JAER LOAD DFT-HT) HARDWARE 16' 3 SINGLE YES 2 X 357.065 2" X 7/16" .068" 200 STD. NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOAD PRESSURE. PANEL SECTION T LETTER DESCRIPTION DATE APPF C REV PER EN 10099 01 09 98 J D REV PER EN 11060 OS 29 02 M E REV PER EN 11205 11 12/02 Of i �i4 TER FILE 4®.earl Cj o z1- BOTTOM FIXTURE BOTTOM BAR WEATHERSEAL J SECTION "C-C" SCALE: 1/2 CENTER STILE � (3 408680-0004,5,6 `12 SPRING ANCHOR 407603-0001 BRACKET (9 PLCS) 409808-0001 �TYP 2 PLCS 061166-0002 TYP 2 PLCS 1 400650-0001 ��,'A I / I H 16'-0" MAX. WIDTH INTERIOR ELEVATION SCALE: 1 / 16"=1 " THE DRAWING AND/OR TECHNICAL INFORMATION ON THIS SHEET IS THE PROPERTY OF OVERHEAD ODOR CORPORATION OR ITS SUBSIDIARY AND IS LOWED IN CONFIDENCE FOR ENGwFERNNG AND MUTUAL ASSISTANCE PURPOSES ONLY. AND MAY NOT FK REPRODUCED OR USED TO WNUFACIURE ANYTWNG DISCLOSED IEREON WITHOUT TIIE EXPRESS PERMISSION OF OVERNEI DOOR CORPORATION WHICH MAY RECALL THIS SHEET AT ANY TINE. „F„ SEE NOTE 4 HS STRUT V 7WSpa! TOP FIXTURE END HINGE TUBE STRUT AND STRAP �-- 1 7/8 THK. SECTION "A -A" SCALE: 1/4 0 „A, (a7i 0" SHOWN) 8'-0" 11 MAX. HEIGHT 1I5 409334-0001 ; DESCRIPTION DATE NLmEa C REV PER EN 10099 01 09 98 D REV PER EN 11060 05 29 02 E REV PER EN 11205 11/12/02 2-11/32 091 MIN --{r � O o o � 2-1/16 THROW 108 STK �.070 STK I 2-1/4 LE0 NGTH = DOOR WIDTH - i" 0 0 0 + I IO 1/8 4 5/8.. 3-9/16 �— 2-11/16 O o0 00° �---}- 2-13/32 �----� 2-7/16 5/8 .030 THK P/N 409808-0001 , TOP FIXTURE P/N 405771 -XXXX, BOTTOM FIXTURE /N 400650-0001 , ROLLED HS-1 STRUT P/N 409334-0001 , SLIDE LOCK ASSY ORANGE %:.%; Y 1-11/32 �U� I;AOzw DIVA 2-9/32 .070 MIN f �J 2-9/32 27/32 1-3/32 — "L ---y 1-3/4 4-3/8 I� f")- 1-3/4"H,. I � I � 1 i .070 MIN Z0 1 0° o 0 O 3-3/16 000 T o ° o 2-1/2 O ° Oo 2-3/8 0 0000 o O o---I�--- 2-i/4 � �� 3-3/16 d .090 MIN �� o 0 7/16 108 MIN 108 MIN P/N 407603-0001 , CENTER HINGE P/N 405742-0001 BRACKET, ROLLER SHAFT P/N 405964 & 046450, BRACKET, SCAB P/N 405964-0002, BRACKET, SCAB JOINT P/N 407605-XXXX. END HINGE 3 � � LENGTT= DOOR WIDTH 2 — — — — f.065 REF P/N 607935-0005. STRUCTURAL TUBING RECTANGULAR 065 THK607935-0005. STRUCTURAL TUBING RECTANGULAR 065 THK. END STILE WITH CLOSED END CAP P/N 408794-0001.2.3 SCREW P/N 605911-0001 SECTION "B-B" CENTER STILE P/N 408680-0004,5,6 l� TUBE STRUT 607935-0005 AND STRAP 405831-0003 EACH CENTER STILE FART NUMBER "L" 405964-0001 3-1/4" 01:6450-0003 4" 5-1/8 71 7/16 DIA -13/16 DIA 7/16 P/N 061166-0002, ROLLER ASSY _ L 3.001 +� 3/4 0 2.00:j R } o P/N 405831-0003 STRUT STRAP 7-9/16 END STILE WITH CENTER STILE REF CLOSED END CAP �� FP/N 408680-0004,5,6 a -"i 7/16 P/N 408794-0001 ,2,3 7/1�EF 1-13/16 DIA Y REF P/N 061166-0001, ROLLER ASSY TR-3 J PART NUMBER 407605-0002 .85 407605-0003 1.10 407605-0004 1.35 407605-0005 1.60 �4�t ti t�1r SERIES SELECTION GUIDE SERIES INSULATION PANEL I GAGE ., 184 YES* STD .02:1:ir 185 FLUSH 021 . 186 YES* FLUSH_7._:.021 188 189 xR:Fh(GHS 281 284 Lt15H 285 381 ' 384 S _ FLtf511- ,= `.OTC " SCREW \-STEEL HS-1 STRU-, - P/N 60591 1 -0001 P/N 400650--0001 '- UNLESS OTHERWISE SPECIFIED pppq NAME : D. THE DRAWING AND/OR TECHNICAL INFORMATION ON THIS pupSONs ARE N NCH6:IOlERAN4FS NMI py EpHEAD D,Iy,TL, DRAWN BY: SECTION "G-G" SHEET IS THE PROPERTY OF OVERHEAD DOOR CORPORATION OR ITS SUBSIDIARY AND IS LOANED IN FOR D q E AN—S ,1., �„�t,, 0 "� ouNO+5roN5 DNE EPS t v w G.J. MOORE 7 1 /1 CONFIDENCE ENGINEERING AND MU UAL ASSISTANCE PURPOSES ONLY, AND - NOT BE REPRODUCED OR USED TO w NUFACTURE MATERNL _ : m mT FTMCRONS N/A CHECKED BY: ADA JOHNSON -- 1 1 Y2 MO ANYTHNNG DISCLOSED HEREON WIUT THE E%PRESS PERMISSION OF OYERI¢lD DOOR CORPORATION WHICH MAY - : I/�6- APPLIED FINISH: UNR OF MEASURE APPROVED BV: RECALL TNNIS SHEET AT Am TIME. NONE EACH S.B000HER 1 1 /2 Wljl!3PAD, Y80/281/3i .` 25/37.5 PSF, 16'-0" MAX ER ©- 408832 SCALE: 3/8 SHEET 2 OF L� EEV IG3 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 OHO DOOR SERIES No. GENIE- DOOR SERIES No. PAN THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 SERIES CDS30R 24 Go. SERIES 281 SERIES CD5200 25 Go. SERIES 288 SERIES GDS500 25 Go. SERIES 381 SERIES GDS550 25 Go. VARIOUS HEIGHT DOORS. 5. EMB; SSMENT PATTERN OF 14.50 X 20.375 SHOWN. ALTERNATE PATTERNS OF 14.50 X 43.375, 12.50 X 20.375 AND 12.50 X 43.375 MAY BE USED. DOOR WITHOUT EMBOSSMENTS ALSO AVAILABLE. 6. TORSION SPRINGS SHOWN. EXTENSION SPRINGS AVAILABLE. 7. USE THIS BRACKET, REF. P/N 405964-0002, ON 8' HIGH DOORS ONLY. 8. WINDOW MAY BE INSTALLED IN THE TOP SECTION OR THE SECTION IMMEDIATELY BELOW THE TOP SECTION. ALTERNATE WINDOW STRUT CONFIGURATION- 1 HS2 ABOVE AND 1 HS2 BELOW WINDOW FRAMES. 9. THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST BE CONSISTENT WITH THE DOOR SHOWN. 10. DOORS CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REQUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. 11. REFER TO SHEET 2 FOR SERIES SELECTION GUIDE. 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DRAWING 409783. JAMB/SCAB BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: WOOD JAMB - 605574-0001 LAG SCREW, 5/16 X 1-3/4 CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2 EMBEDMENT 13. ATTACH STRUTS TO STILES WITH 2 SCREWS AT ALL CENTER STILES AND 4 SCREWS AT END STILES. "HAFT C (VARIES) OPENING HEIGHT MINUS 11" 3 1/8--{ 2" X 6" WOOD JAMB I 2" X WOOD JAMB D OR EQUIVALENT IVALENT HORIZONTAL TRACK & COUNTERBALANCE I 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS 405964-0002 405964-0002 a7 046450-0003 36 405964-0001 5 STANDARD TRACK DETAIL FOR 9' SCALE: 1/16" = 1" 72 2.093 VIEW "D-D" t 2" TRACK 6 9 I /1-1/2" RE I 1 TRACK II I I II I II 00 I �1 I II I o II I I I II `DETAIL �F' SCALE: 1/4 (9' WIDE) TYP 6 PLCS DESIGN TEST MAX. ROWS OF ROLLER SHAFT VERTICAL JAMB LOAD PRESSURE PRESSURE DOOR WIDTH CENTER ST�LDE BRACKET AT STRUTS ROLLER TRACK (LBS/FT OF HEIGHT HARDWARE (PSF) (PSF) (FEET) STILES JOINT GAGE AT DESIGN PRESSURE) 37 55.5 1 9' 7 1 SINGLE YES HS2 2" X 7/16" TR3 .057" 167 STD. APPROVED PRESSURE RATING CHART _ DOOR WIDTH 8' 7' 6' DESIGN PRESSURE 46.8 60 60 TEST PRESSURE 70.2 90 90 JAMB LOAD LBS FT 187 210 180 NUM. OF EXTRA BRKTS PER SIDE 1 1 1 7' BRKT LOCATIONS 54.5" 1 54.5" 54.5" 8' BRKT LOCATIONS 22" 1 22" 122" SPRING ANCHOR BRACKET 9'-0" MAX. WIDTH INTERIOR ELEVATION SCALE: 1 / 16"=1 " PANEL SECTION WEATHERSEAL -` SECTION "C-C" SCALE: 1/2 CENTER STILE P/N 408680-0004,5,6 a THE DRAWING AND/OR TECHNICAL INFORMATION ON THIS SNEET IS THE PROPERTY OF OVERHEAD DOOR CORPORATION OR IFS SUBSIDIARY AND 6 LDANED N CONFIDENCE FOR ENGINEERING AND MUTUAL ASSISTANCE PURPOSES ONLY, AND NAY NOT BE REPRODUCED OR USED TO NANUFAMIRE A INC DISCLOSED HEREON WNHOUT THE EXPRESS PERMISSION OF OVERHEAD DOOR CORPORAMON WHICH NAY RECALL THIS SHEEP AT ANY TINE BOTTOM FIXTURE LETTER DESCRIPTION •'V •` DATE APPROVAL — RFP PER URN 40 6600 10 19/95 56 $ER,�CO a68a � q gtr2 8 S. =t�T1,.2P32.,EN •t..p '�.j,' �=�.' D+nw :4m� RI& � .ww vi - Z 2s-�3 1 z3al 37 .S plsF --{ j- 1 7/8" THK. SECTION "A -A" SCALE: 1/4 (7'-0 SHOWN) t0all 8'-0" a - MAX. HEIGHT TYP 2 PLCS UNLESS DTHERWISE SPECIFIED V�RH`Ap O �� O I)0 A NAME DRAWN BY: 9A ':: - DRANNO,TTTLL' ' L, DINDNSIGNS ARC N--:TOIERANCCS ON DEC— wLE ANaEs TET(/.S Av..y.�..,d�, o PE VESSELS 9/28/9 JNDLOAD, 180/280/381, DwETnnHs oLNE,ERs s r b' , "' ._. ,,, - 37/,.'S-5.5 PSF, " 9'-0' MAX NATERNE: N/A CHECKED BY: S. BOUCHER 10/19/95 ' F' 1RACTiI'O'HS DRAWINC -SEA - 408950 �_ Amy APv4ED FINISH: NONE UNR OF MEASURE EACH -PROVED BY: S. BOUCHER 10/19/95 ',,N, 3/8 S„Eu 1 of ; NOTES REVISIONS DESCRIPTION WTT 108 STK �-_.{�.070 STK 0 0 �00 _- 2-?t/16 2-13/32 409808-0001 , TOP FIXTURE 2 9/32�---{ 000 3 3/16 o 0 oho 0 407603-0001 , CENTER HINGE 2 9/32 H.. 1 .070 MIN 3 3/16 Oov O 407605-XXXX, END, HINGE PART NUMBER 'H" 407605-0002 .85 407605-0003 1.10 ---407-605-0004 .-----1,35-- - 407605-0005 1.60 2 11/32";- —1 091 MIN --iF- 0 3 9/16" 10 Lo o t --- 1 2 7/ 16 (z) 405 771 -XXXX BOT. FIXTURE 1 11/32 27/32 1" oo 0 0 MIN --�[- 2.25 7- 1 /-88 l(�� 1 7/t - j I 5/8 MIN. THK. LENGTH = DOOR WIDTH - 1" --y U 400650-XXXX, ROLLED HS STRUT ROLLED HS STRUT CHART PART NUMBER I MIN. THK. I STRUT E] 400650-0002 .052 1 HS-2 "L" --{ 1 3/4" 1 3/32 i 0 0 o 0 0 2 1!/2" H- 108 2 1/4 MIN I O 405742-0001 , BRACKET ROLLER SHAFT 7/16" DIA 1 ' 3/i 6" DIA 10 061166-0002, ROLLER ASSY TR-3 7 9/16 REF �I 1 13/16 DIA �— REF 7/ 1 6 DIA. } REF. 11 061 1 66-0001 , ROLLER ASSY, TR-3 o C o 2 t O THROW O 4 5/8" � o 0 0 F-- 3" --{ U 409334-0001 , SLIDE LOCK ASSY (OPT.) 4 3/8 --1 �� 1 3/4" o I o O 2 3/8" H � � ttI 108 MIN --iY— O 405964 & 046450, BRACKET SCAB O 405964-0002, BRACKET, SCAB JOINT PART. NUMBER "L" 405964-0001 3-1/4' 046450-0003 4" • T END STILE P/N 409518-0004,5,6<1 SCREW P/N 605897-0001 STILE )8680-0004,5,6 a EL STRUT O 408887-0002 CENTERED BETWEEN END STILE AND CENTER STILE SECTION "B-B" THE DRAWING AND/OR TECHNICAL INFOR-0N ON THIS SHEET IS THE PROPERLY OF OVERHEAD ODOR CORPORATION OR ISUM DURY ANO IS LOANED IN CONFIDENCE FOR ENGINEERING AND MUTUAL ASSISTANCE PURPOSES ONLY, AND MAY NOT BE REPRODUCED OR USED TD MANUFACTURE ANYTHING DISCLOSED HEREON --OUTTHE EMPRESS PERMISSION OF OVERHEAD DOOR CORPORATRIn WHICH MAr RECALL THIS SHEET AT ANY TIME, UNLESS OTHEMSE SPECIFIED OV ERS1c AE ppp9 O.ALIAS ueLs,.:Me�„M o TFXAS NINE _ pMDRSONS ru olsMNs a ARE N NCHES:TDLFRANCES DRJOERs PN nI "'o`er DRAWN En: - PE VESSELS •.� YATERNI: N/A CHE— gy: S. BOUCHER uCRONS APPLIED FINISH: NONE I UNIT OF MEASURE EACH APPR-D BY: S. BOUCHER 9/29/95 10/19/95 DRA nNc NUMBER 10/19/95 scuE: 381. MAX -408950 SHEET 2 a