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330 Kays Landing Dr 07-2303 SFRPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE D ° 0 L ° ✓- SUBDIVISIO m cn PERMIT # V07-a 3o 3 DATE a 3 0 -7 w' PERMIT DESCRIPTION Y1 Qitwi S I F 15 PERMIT VALUATION SQUARE FOOTAGE 1 ILA CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date Parcel Number . . . . . Property Address . . . Subdivision Name . . . Legal Description . . . Property Zoning . . . . Owner Contractor 11/21/07 34.19.30.520-0000-0910 330 KAYS LANDING DR SANFORD FL 32771 Engle Homes ENGLE HOMES ORLANDO 407 249-3500 Application number 07-00002303 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . TYPE VB Occupancy type . . . . RESIDENTIAL USE GROUP 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. U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency I Exuires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. �)'j - o2_5p3 SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name Tousa Homes, Inc. Policy Number �. A2. Buikift Sb" Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number 330 Keys Landirm Drive Sanford State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 91, 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 28d47'43.91" N Long. 8ldl8'24.98" W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 4M sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State CITY OF SANFORD 120294 1 SEMINOLE I FL B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevations) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117C 0070 F 09-28-2007 09-28-2007 X & A N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) Bl 1. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ® NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings" ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized Local Vertical Datum NGVD 1929 Conversion/Comments None a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 35.94 ® feet ❑ meters (Puerto Rico only) 46.94 ® feet ❑ meters (Puerto Rico only) N/A. ® feet ❑ meters (Puerto Rico only) 25.27 ® feet ❑ meters (Puerto Rico only) 35.59 ® feet ❑ meters (Puerto Rico only) 35.1 ® feet ❑ meters (Puerto Rico only) 35.5 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION _ This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation .� information. I certify that the information on this Certificate represents my best efforts to interpret the data available. ---`- I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. I " ® Check heldif q*ments are provided on back of form. Number Title Manager of Survey -Florida Region Company Name IBI Group, Inc. Address 2603 Maitland Center Parkway, Suite C City Maitland State FL ZIP Code 32751 Signature Date 10-29-07 Telephone (407) 660-2120 i/LAf,F_ S..At HERE FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 330 Kays Landing Drive City Sanford State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Item C2.a)e) - Air Conditioner Slab Elevation. Information shown hereon is based upon FIRM. Signature Date 10-29-07 ® Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is 0.44 ® feet ❑ meters ® above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is 0.84 ® 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 N/A. ® feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is 0.23 ® feet ❑ meters ❑ above or ® below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is 0.09 ® 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 Secfion 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 Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 330 Kays Landing Drive City Sanford State FL ZIP Code 32771 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. FRONT VIEW (Date of photograph: 10-23-07) Building Photographs Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 330 Kays Landing Drive City Sanford State FL ZIP Code 32771 Company NAlCNumber If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." REAR VIEW (Date of photograph: 10/23/07) ,4 ?- a3a3 November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: CCL IBI Re: Lot 91— 330 Kays Landing, Sanford, FL 32771 The finished floor elevation of the structure located at 330 Kays Landing, Sanford, FL 32771, Lot 91, Kays Landing Phase 1 meets or exceeds the requirements set forth in the City of Sanford Code Chapter 6, sec. 6-7(a ). Sincerely, CCL / IBI Consultants, Inc. a division of I David M. Bruno, P.S.M. Manager of Survey — Central Florida Region DMB / sd 2603 Maitland Center Parkway, Suite C, Maitland, Florida 32751 USA (407) 660-2120 FAX (407) 660-9070 CCUIBI Consultants, Inc. is a Division or IBI Group /)7 -_2-3/)-j r.� IBI GR 0 UP, Inc. AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS 2200 PARK CENTRAL BLVD. N., SUITE 100 2603 MAITLAND CENTER PARKWAY, SUITE C POMPANO BEACH, FLORIDA, 33064 MAITLAND. FLORIDA, 32751 (954) 974-2200 (407) 660-2120 ENGLEKAY' S LANDING PHASE 2 MA77ONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 114 OF SECTION J4, TOWNSHIP 19 PANEL NUMBER 12117CO07OF SOUTH, RANGE JO EAST. SEMINOLE COUNTY, FLORIC MAP RfNS/ON 912812007 BEING S 00-14'40• E, AN ASSUMED MERIDIAN. FLOOD ZONE X do A ELEVA77ONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLATTING SURVEYOR. L E G E N D R= RADIUS L= ARC DISTANCE C= CENTRAL ANGLE A/C CEAIR CON NEDITIONER SLAB .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 0 INDICATES 5/8• IRON ROD SET WITH NUMBER L.B. 5610 CnAP IRC)), UNLESS OTHERWISE NOTED L.B. LICENSED USINESS N&D = SET NAIL AND DISC L.B. 5610 PC = POINT OF CURVATURE PCC = POINT OF COMPOUND CURVATURE ..c PI = POINT OF INTERSECTION PRC = POINT OF REVERSE CURVATURE CATV. - CABLE TV L.P. = LIGHT POLE ELEC. = ELECTRIC SERVICE PT = POINT OF TANGENCY ® = EXISTING ELEVATION I /\T/1 L.\/ I v LJ SCALE: 1• = 30' T- IT "/1" I / /NT V 1 .r, _ N 89'51'25" E 60.00' _ L.B. 68 ROD h CAP Z I O 35.1 I I Vi I � II.� — CJ7 O SETBACK 20I00 ' [ 1 O Ln' .0, �' I I O 00 _ cowm awc x I I R I6 Crl 47.3' cn = / /1 T '1 v I L.1/ I I rn TWO STORY RESIDENCE o 1330 � F.F. EL. 35.' GAR, £L. 35.2727' i a COWRfO IW MY �• �� ., 2.7 5. �I .IN 25 I BRKx I— 34.8 I 10• UE. I 5' 90EWALK AC LOCATION SKETCH (NOT TO SCALE) IBI —+ 34.4 CT1 / i O O 33.81 / SB9'51'25'W P:C' ROD & CAP / I / A SPWAL/ PA FfVLVl N KAYS LANDING DRIVEN&D , — O ELJJ71q (50' RIGHT—OF—WAY E.B ;I0• fL JJ 7! LEGAL DESCRIPTION. - Lot 91, Koy s Landing, Phase 2, according to the Plot thereof, as recorded in Plat Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. N—) I. 1. UNLESS I BEARS THE SIGNATURE AND THE ORIGINAL RAISED J. PLAT AND RECORDED DIMENSIONS ARE THE SAME Q0 SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS 0774FRVASF. NOTED. DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY �— PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS IBI GROUP, INC. 'OR EASE)WENTS AND OR RIGHTS — TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF —WAY OF RECORO. PARTY OR PARTIES /S PROHIBITED WITHOUT WRITTEN 5. LOCARONS APE LIMITED. 70 NSIL'LE IMPROVETAFNIs ONLY. U CONSENT OF THE SIGNING PARTY OR PARTIES. 6. THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. ?. T)ES ARE TO 7H£ ABOVE GROUND FOUNDA AON OF BUILDING. 7. THIS SURVEY EXCEEDS THF. WA'IfdL'M CLOSURE ACCURACY Cox O FOR A SUBURBAN SURVEY AS REOU'RED /N 67C17-6.003 a Z REVISIONS: DATE: BY: OF FLOR/DA /N/Af.�M T}CHI\11(,AL STANDARDS PLOT PLAN 3/21/07 JAM i PLOT PLAN No. 2 5/10/07 JAM i�• FOUNDATION 8/10/07 JAM WIA Otd E. WAY. P.S.M. FINAL 10/24/07 JAM PROFESSIONAL SURVEYOR and MAPPER #2585 STATE OF FLORIDA CORRECTED HOUSE ADDRESS 10/29/07 BGH DATE OF SURVEY.' DRAWN CHECKED I FIELD 40 72l1 10/23/07 1BY JAM BY WEW BOOK CM'OF SANFORD PERMIT APPLICATION Permit N :_ — aSo Date: la� �o fob Address: E6 Ste—,�� Description of Work: �w t K\/hC u V S>' ern t�t:.e- Total Sr are Foot ase Historic District: Zoning: Value of Work: $ 6� ��- Permit Type: Building Electrical Mechanical ✓ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — N of AMPS Addition/Alteration Change of Service Temporary Pole 030 Mechanical: Residential ✓ Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: N of Fixtures N of Water & Sewer Lines ft of Gas Lines Plumbing/New Residential: N of Water Closets Plumbing Repair — Residential or Commercial Dccupancy Type: Residential _Z— Commercial Industrial Construction Type: N of Stories: N of Dwelling Units: Flood Zone: (FENIA form required ) :)wacrs Name & Address: Cn ! yr Phone: C. contractor Name & Address: ' •'=�. � - r -, Stale 'cc S< Number: ?hone & Fat: Contact Person: {r5 Phone: r-1 o7 3L5 - 3 Lc 3onding Company: kddress: ►iortgagc Lendcr. %ddress: \rchitect/Engiaccr: \ddrem: Phone Fat: 1pptication 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 ssuanae 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 xxmit nvtst be secured for ELECTRICAL WORK, PLUMBING, SIGNS. WELLS. POOLS. FURNACES, BOILERS, HEATERS. TANKS, and SIR CONDITIONERS, etc. )WNER'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 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 W17 YOUR LENDER OR AN kTTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. /11 4OTICE: An addition to the requirements of this permit, there maybe additional restrictions applicable to this property may be fi�Axl in the public rds of his county, and there may be additional permits required from other governmental entities such as water manag istricts, agencies, or f c agencies. �cccptancc of permit is verification that I will notify the owner of the property of the requirements Florid r w, FS Signature of Owner/Agent Date Si Convector/ Date 1ar,Q�FRT G DFT r n Iz r r Print Owner/Agent's Name Prin ontractor/AEN ' Signature of Notary -State of Florida Dater ignature of Notary --tact of Florida Date Owner/Agent is Produced ID rPPROVALS: ZONING: pccial Conditions: :cv 03/M6 Personally Known to Me or UTIL: FD: Contractor/Agent is Y Personally Known to Me or Produced ID ENG: BL D G: ,;',; ;;n•::y + 14,2011 MIRINDAC. RNER MOMMISSIO f DD 67937 uJ5-1 EXPIRES: 011 onaeaary c fiters heu CITY OF SANFORD PERMIT APPLICATION g �1 Application # : (o Submittal Date: Job Address: Value of Work: $_ Parcel ID: Zon Historic District: 21707035 28488 ENGLE HOMES 91 KAYS LANDING 330 KAYS LANDING DR SANTA BARB II 07-2303 Description of Work: L pjap W Q, +--tJ LU1!'Qj ,, (L � 3] L ESquare Footage: W Permit Type: Building ❑ Electrical X Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS 3Do Addition/Alteration ❑ Change of Service ❑ Temporary POIA "TDC 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 Occupancy Type: Residential ,6 Commercial ❑ Industrial ❑ Construction Type: '__.? # of Stories: # of Dwelling Units: Plumbing Repair —Residential ❑ Commercial ❑ Occupancy Use Group(s): Flood Zone: (FEMA form required ) •Property Owner.�W A • • D IF • • • • \Tn(�c_ •�•�• • • • • • • •Contractor• •t0IgL� EP_ •�E��) C• • •ft -) Address: ws )_5 f Q�Q �1 �J d �> K__L--_t� Ad�res�; r%�n a <]Yl )q1��' Of 1 Q.nd-0 3 �2 0 tlY„\I jKJ_l f'_ p r P�). a g� -•1-}t } E-mail: Phone: tP4�'0700 State License Number:CC000 g 159 Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE- FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE 10B SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the propeny of the requirements of Florida Lien Law. FS 713. 'J& -sJaVJe7 Signature of Owner/Agent Date nature of Contractor/Agent Date Print Owner/Agent's Name nt ontractor/Agent's Nat D(�(� Dt'?\ Lu) Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: Contractor/Agent is Y\ Personally Known io Me of Produced ID FD: ENG: _ 131.DG: Special Conditions: Rev 07.07 IBI GROUP, nc. IBI AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS IBI LANDSCAPE ARCHITECTS ENVIRONMENTAL CONSULTANTS GROUP 220POMPANOCENTRAL BEACH. BLVD. FLORIDA, 33064 100 2603 MAMAITLLADCENTER PAKWAY, ND F ORIDAR32751 SUITE C GROUP (954) 974-2200 (407) 660-2120 ENGLE KAY' S LANDING PHASE 2 NA77ONAL FLOOD INSURANCE PROGRAM BEAR/NC BASED ON THE REST LINE OF THE COMMUNITY NUMBER 120294 PANEL NUMBER 12117CO040E NORTHEAST 114 OF SECTION 34, TOWNSHIP 19 MAP REVS/ON 0511711995 SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLORIL FLOOD ZONE X BEING S 00'14'40' E. AN ASSUMED M£RID/AN. EL£VAnONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLATnNG SURVEYOR. L E G E N D R- RADIUS Lm ARC DISTANCE em CENTRAL ANGLE 0 INDICATES 5/8' IRON ROD SET WITH NUMBER L.B. 5610 CARP (IRC), UNLESS OTHERWISE NOTED A/C AIR CONDITIONER SLAB L.B. = LICENSED BUSINESS NLD = SET NAIL AND DISC L.B. 5610 U.E. CEDRAIINAGE EASEMENT PCC = POINTINE PC POINTOOFCURVATURE COMPOUND CURVATURE L.M.E. = LAKE MAINTENANCE EASEMENT PI = POINT OF INTERSECTION U.E. UTILITY EASEMENT F.F, m FINISH FLOOR PRC = POINT OF REVERSE CURVATURE CATV. = CABLE TV FHYD. = FIRE HYDRANT W.M. = WATER METER L.P. = LIGHT POLE ELEC. = ELECTRIC SERVICE W.V. = WATER VALVE PT = POINT OF TANGENCY ® = EXISTING ELEVATION LOT 90 SCALE: 1' = 90' TRACT C , LOT 93 N 89'51'25" E 1 60.00' 20' B.S -i O 5.01 Z I� O .6' 01 00 5.90 47.3' 5.94 I cs o 00 LOT 91 Gl � FOUNDA nON Lp Iti ! 1.3' 2. LOCATION SKETCH (NOT TO SCALE) LOT 92 I 0 v U1 b 5.90 0 C) 25' B.S. 19.3 0 I ;LA �N , I 10' U.E. SB9'S1'2--- P.C. � 60.00 20.29 N N KAYS LANDING DRIVE , a ac"e5610 (50' RIGHT—OF—WAY ie 5610 EL. JJ.J7' LEGAL DESCIPIPWN.' Lot 91 , Kays Landing, Phase 2, according to the Plot thereof, as recorded in Plot Book 69, of 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. DRAWING, SKETCH, PLAT OR MAP /S FOR /NFORMA770NAL PURPOSES ONLY AND IS NOT VALID. ADD/nONS OR DEL£nONS 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY TO SURVEY MAPS OR REPORTS BY OTHER/B/ THAN THE SIGNING CROUP, INC. FOR EASEMENTS AND OR RIGHTS - PARTY PARTY S /S PROHIBITED WITHOUT WRITTEN WAY OF RECORD. THE CONSENTT OFF THE SIGNING PARTY OR PARn£S. 5. LOCAnONS ARE L/VOED. TO 17519LE' :MPROVF.MENTS ONLY. 2. n£S ARE TO THE ABOVE GROUND FOUNDATON OF BUILDING. 6. THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. 7. THIS SURVEY EXCEEDS THE. MINIMUM CLOSURE ACCURACY REVISIONS: DATE: 8Y: FOR A SUBURAAN SURVEY AS REOUIREO 1AI 616'17-6.00J 0 R/DA A!!N/M7UM TCHN/CAL STANDARDS. PLOT PLAN 3/21/07 JAM PLOT PLAN No. 2 5/10/07 JAM -� FOUNDATION 8/10/07 JAM Q0 Q0 r- U Uj K O a z F ALD W. HERR P.L.S. PROFESSIONAL SUR EYOR and MAPPER #4907 STATE OF FLORIDA 1TE OF SURVEY. DRAWN CHECKED FIELD 8/9/07 BY JAM IBY RWH BOOK 721116 CITY OF SANFORD PERMIT APPLICATION Application # : " Z 3 `�3 Submittal Date, Job Address: 330 �La�t �c` .AN 29 Z) e— — �� C1 I Value of Work: S I Parcel ID' Zoning: Historic District: Description of Work: �1L. r..��1r-t Square Footage: ........................................................................................................................ Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) r Plumbing/ New Commercial: # of FbM res # of Water & Sewer Lines # of Gas Lines Y Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) ........................................................................................................................ Property Owner: �n�� Contractor: ADVANTAGEPLUMBINr,3NG Address: Address: SANF�n 91 ORA Q9: (407) 323-7515 Phone: E-mail: Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Phone: Mortgage Lender: Address: Phone: Fax: State License Number: Phone: Fax: E-mail: C r--C or -)8a'I Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other govermental 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 FloridAJierf Law, FS 713. e 7 Signature of Owner/Agent Date Signature Contractor/Agent Date S, t )--�-, Print Owner/Agent's Name Print ontractor/Agent's Name 1A— -?l DJ,3? Signature of Notary -State of Florida Date Signature ofNotary-Stat—Florida Date MARTHA Y. HALL Notary Public, State of Florida �^ My comm. exp. Feb. 1, 2008 Owner/Agent is — Personally Known to Me or Contractor/Agent i� Personally KnownebhiFrorNO. DO 258139 Produced ID — Produced ID APPROVALS: ZONING: Special Conditions: Rev 0212007 UTIL: FD: ENG: BLDG: COUNTY OF SEMINOLE EMPACT FEE TTATEMENT TKNUED BY CITY OF SANFORD 0 E `S/3d/0 STATEMENT NUMBER JOV-7006'! NT : RUILDING PERMIT NUMkr::R:0A230;; ICITY) 'AUMSER; UNIT A 0 0 R E:,,'.; .30 TRAFFIC ZONE: S E. C : 3A T W 1:1 ....... . k N PLAT 11000 MAT BOOK 6 OWNER NAME, ADDRESS: APPLICANT NAME ----------- ADDRESS. ........ LAND USE CATEGOR7 : UDI Ai ng le Famtl y Be! echad TYPE USE: Resido"tim! WORKK DESCAPTION. A Lnq I F3WL iy HOUXe - Derwhpd - Construct Lori f E 40 F pit Sh f My T Y P ll.`: 1) T.!_--T :_CHEDULE DESC. UNIT OF UNITS -ARTERIALs co WTDE C; dwl unit S 70S Do i 5 705.00 ROAW', -COLLECTORS =TH dwl unit z 000 U0 1 t 000.00 LTRRARY CO- WIDE (j dwl Ural t $ 54 .00 1 2 54 .00 SCHOOLS, co WIDE dw) unit 11,384.nn I t 1,304.00 AMOUNT DUE Z 2,143.00 STATEMENT DATE: -__ NOTE TO RECEIVING =NATORY/APPLICART; FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMEIT MAY RESULT IN YOUR LIABILITY FOR THE FEE. It" DISTRIBUTION: I -COUNTY 3-CITY 2-APPLICANT 4-COUNTY j A NOTE" PERSONS ARE AVVIKED THAT T 1-1 IS IS A STRTEMENT OF FEES WHICH ARE DUE AND PAYAPLE PITIOR T 0 WSUANCE (:IF' A BUILDING PERMIT. PERSONS ARE ALSO ADVIMED THAT ANY RIGHT! OF THE APPLICANT. OR OWNER, Tn APPEAL THE rALrNLATTONS OF THE =D, LIMBARY SYSTEM AND/OR EDUCATIONAL fSCH0041 TMPACT FEES MU 'I' BE EXERCISED BY FTLING A WPITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE AHOVE, BUT NOT LATER THAN CERTwICATE OF OCCUPANCY OR OCCUPANCY. THE REPUCST FOR REVIEW MUST MEET THE REqUIREMENTS OF THE cnuNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS. MAY BE PICKED UP, OR REQUESTEO, FROM THC PLAN fMPLEMENTATION OFFICE: 1101 EAST FIRST STRCET, SANFORD, FLORIDA 1277t; 14071 665-7474.. PAYMENT SHOULD HE MADE TO CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PAkK AVENUE SANFORD. FL, 32771 PAYMENT SHOULD HE RT CHELE 6P MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDTNG PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. X*A THIS STATEMENT IA VALID ONLY IN CONJUNCTION WITH TSSUANCE OF Aawk A FAMILY BUILDING PERM TT' 'A AA 33 cl RECEIVED CITY OF SANFORD PERMIT APPLICATION 3 Date: s a s d 7 MAY 3 0 2007 Permit # : - Job Address: 33 U (ice Description of Work: Total Square Footage _ �� Historic District: NO Zoning: Value of Work: $ .33(e , 19 Y/ Permit Type: Building X Electrical T_ Mechanical Plumbing * Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Plumbing/ New Commercial: # of Fixtures _ Plumbing/New Residential: # of Water Closets Replacement New (Duct Layout & Energy Cale. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Occupancy Type: Residential "'X Commercial Industrial Construction Type: 5 (-t of Stories: 9 # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name&Address: Tousa Homes dba Engle Homes, Orlando Inc. 11315 Corporate Blvd- #250. Orlando 32R17 Phone:_(407) 249—' 9no Contractor Name&Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone& Fax: 407-249-3500/407-311--4 LCpijt>�t`PL�rh7-. Valerie/Ke Phone: 407-249-3500 Bonding Company: N/A Address: Mortgage Lender: Address: Architect/Engineer: Residential Design Servi reG Phone: 4137— 46-1 n8n 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. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requir f1pl/11 is of lorid en Law, FS 713. a /D Signature of Owner/Agent Date Signature of Contractor/Agent Date Wiliam Colby Franks Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: /• \ VIUTIL: Special Conditions: Rev 03/2006 Date FD: 0 oZS n i Signature of Notary-St9te of n "' VAL11ME L. FURRER , Commission DD 668238 Expires May 25, 2011 ., oataea nw tloy wn tnar�w eooaes.mto Contractor/Agent is _)L Personally Known to Produced ID or ENG: BLDG: i /X 7 Ilil111NMININAIIIaN�Na1N�1lIMN�NININIi Permit Number d9ARYANNE MORSE CLERK OF CIRCUIT COURT Parcel Identification Number � q - r 9- �o - sao - onn0-� Ogi SENINOLE COUNTY Prepared by: Valerie Furrer / Kekalani Vazquez BK 06707 Pg 12261 Qpg) CLERK'S # 2007078558 RECORDED 05/29/2007 10071145 AN RECORDING FEES 10.00 REMRDED BY T 5sith Return to: Engle Homes Orlando 11315 Corporate Blvd ste 250 Orlando,Fl 32817 NOTICE OF COMMENCEMENT State of FLORIDA County of SEMINOLE CERTIFIED COPY MARYANNF P'IORSC CLRT ERK OF CIRCUIT F ORIDA SEMINOLE COUNTY' 8Y oFpPu CLERK tlAg 2 9 2 51 The undersigned hereby gives notice that Improvement(s) will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided In this Notice of Commencement. 2. 3. ►m 5. 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 # 91 - 330 Kays Landing Drive in Seminole County General description of Improvement(s) Single Family Residence Owner Information Name Engle Homes/Orlando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd. #250 Fax Number 407-281-7766 Orlando, FI 32817 Interest In Property: Fee Simple Fee Simple Title Holder (If other than owner shown above,) Name Telephone Number Address Fax Number Contractor Engle Homes/Orrando Inc. Name 11315 Corporate Blvd #250 Address Orlando,Fl 32817 6. Surety (if any) Name Address 7. Lender (if any) Name N/A Address Telephone Number 407-281-4480 Fax Number 407-281-7766 Telephone Number Fax Number Amount of bond $ N/A Telephone Number Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/Orrando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd #250 Fax Number 407-281-7766 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 Sig ature of Owner Note: per §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign in his or her stead." Sworn to and subscribed before me this as day of �1 �� , 20 by William Colby Franks who Is X personally known to me OR produced as identfficatlon. ,/�jC� �� J, ✓L�� Signature of Notary (notarial seal to appear below) ,;?Q•:..•.��; Valerie L Furrer ANY COMMISSION # DD205915 EXPIRES '. May 25, 2007 Form Revised: 12/00 for 19_ to 20_ p ., r, pN.) i HP.0 TROY FNrJ INSURANCE INC POWER OF ATTORNEY Date : 5 /o -7 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 City of Sanford Building Department for a Residential Building permit for work to be performed at a location described as: Section 34 , Township 19 , Range 30, Lot g/ , Block Subdivision : Kay's Landing Phase 2 Address of Job: ,3,30 1��,�-� ,Q-t.� , Sanford 32771 Owner of Property and Address : Engle Homes Orlando 11301 Corporate Blvd. #303 Orlando, FL 32817 And to sign my name and do all things necessary to this appointment. William Colby Franks or P *nt name of Certified Contractor n ignature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this 2 5c4`- day of 2 C' , by William Colby Franks, who personally appeared before me and acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. �rsonally Known Produced Identification (Seal) Type of Identification �PaY Pao( Kimberly Kaminer Commission # DD425691 Signature o otary Public, State of Florida ��_lL�°OF fV �E�?�y�o May n4, 20070 0 Kimberly Kaminer Print or Type Name of Notary Public SC11111101e County Property Appraiser Gct Information by Parcel Number PaZo 1 of 1 _ y DAVID JOHNSON. CFA, ASA I - n •'I 1 PROPERTY '� I , Y - APPRAISER SEMINOLE COUNTY FL. --_-�V� TJf� - _ 1 101 E. FiRsT ST SANFORD, FL 32771_34E9 I II j II I 1' 407-Ed5-7506 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 34-19-30-520-0000-0910 Number of Buildings: 0 Owner: TOUSA HOMES INC Depreciated Bldg Value: $0 Mailing Address: 11315 CORPORATE BLVD STE 250 Depreciated EXFT Value: $0 City, State,ZipCode: ORLANDO FL 32817 Land Value (Market): $62.000 Property Address: 330 KAYS LANDING DR SANFORD 32771 Land Value Ag: $0 Subdivision Name: KAYS LANDING PHASE 2 Just/Market Value: $62,000 Tax District: S1-SANFORD Assessed Value (SOH): $62,000 Exemptions: Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $62,000 Tax Estimator SALES Deed Date Book Page Amount Vac/Imp Qualified 2006 VALUE SUMMARY CORRECTIVE 05/2006 06253 0971 $100 Vacant No 2006 Tax Bill Amount: $1,220 DEED 2006 Taxable Value: $62,000 SPECIAL 03/2006 06172 0035 S1,077,800 Vacant No DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Land Unit Land Frontage Depth PLATS: Pick... Method Units Price Value LOT 91 KAYS LANDING PHASE 2 PB 69 PGS LOT 0 0 1.000 62,000.00 $62,000 44 - 44 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. '"' Ifyou recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. littp://",ww.scl)afl.orL,/web/i-e_web.seminole_county_title"parcel=341930520000009I O&c... 5/25/2007 IBI GR 0 UP, Inc. IBI AUTHORIZATION #LB5610 IBI ENGINEERS SURVEYORS PLANNERS 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 ENGLE- KAY' S LANDING PHASE 2 N mn r NAAONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST I/4 OF SECTION J4, TOWNSHIP 19 PANEL NUMBER 12117CO040E SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLORIDA.MAP - �s FLOOD ZONE 0511711 995 BEING S 00'14'40' E. AN ASSUMED MERIDIAN. or T'T Try - ' L E G E N D: R= RADIUS L= ARC DISTANCE e= CENTRAL ANGLE A/C CEAIRERE CONDITIONER SLAB U.E. a DRAINAGE EASEMENT L.M.E. LAKE MAINTENANCE EASEMENT U.E. = UTILITY EASEMENT F.F. = FINISH FLOOR FHYD. v FIRE HYDRANT W.M. m WATER METER W.V. = WATER VALVE O L.8.C5610 CAP (IR.Q UNLESS OTHERWIT WITH SE NOTED L.B. = LICENSED BUSINESS N&D = SET NAIL AND DISC L.B. 5610 PC = POINT OF CURVATURE PCC POINT OF COMPOUND CURVATURE PI = POINT OF INTERSECTION PRC = POINT OF REVERSE CURVATURE CAN. ® CABLE TV L.P. = LIGHT POLE ELEC. = ELECTRIC SERVICE PT = POINT OF TANGENCY ® = PROPOSED ELEVATION SCALE: E' = 30' TRACT C , LOT 93 60.00' �2'0 I 35.1 31.7 _N 89'51 25 E i 34.9 = Z < O I LOT 97 IW O �v t'�� 1� I SY 20B.S. I cn I o COVERPORO+ N Q1 0 CWI 47.J3 O SI uOO U1 s 0 MODEL: SANTA BARBARA ll" C 00 ELEVATION "3' M W (50.00' x 52.33) o 20JI±sq.ft. o h LOT 90 F.F. EL. 35.65' D COVE, EWRY ,D 6?fsp./f. g 13.33' N N 1 1.3J' 7J �• O h (j1 � N b I. O O � Ln 25' B.S. aar AY & WALKWAY OI N 197±,ft. 33.8 i -Iyo II 1 f0' U.E. I N KAYS LANDING DRIVE (50' RIGHT-OF-WAY) LOCATION SKETCH (NOT TO SCALE) LOT 92 i 9'51'25'W P.C. 20.29, • N / NOTE: BUILDING WILL BE STAKED AS SHOWN AREA TABULATION LEGAL DESCRIPTION. LOT = 6,900tSO.FT. Lot 91, Kay's Landing, Phase 2, according to the Plat thereof, as recorded in Plat Book 69, at Page 4J-44, of the Public Records, Seminole County, Florida. NOTES: (SPECIFIC PURPOSE SURVEY) 1, UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY /B/ GROUP, INC. FOR EASEMENTS AND DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL RIGHT; -OF -WAY OF RECORD, PURPOSES ONLY AND IS NOT VALID. ADD/TIONS OR DELETIONS J. DATA SHOWN HeREGII WAS COMPILED FROM OTHER TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING :n'STRLM'1vI5 AtrG DOES NOT CONSTITUTE A FIELD SURVEY PARTY T F THE IS NG PA llEO RITHOUT WRITTEN AS SUCH OFFICE CONSENT OF THE SIGNING PARTY OR PAR71£S. REVISIONS: DATE: BY: PLOT PLAN 3/21 /07 JAM PLOT PLAN No. 2 5/ 10/07 JAM � I U W z O Q. z f. HERR P.L.S. 'RCFESSiONAL SURVEYGR and MAPPER #4907 STATE OF FLORIDA TE OF SY,ETC.H: DRAWN CHECKED FIELD 5/10/07 RY JAM BY RWH BOOK N/A O FORM 60OA-2004R EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: SantaBarbara0pt34Opt35 Builder: ENGLE HO�ES Address: �3U � a„ti�Lc�„_S �' � Permitting Office: 5A016>rta City, State: Gc.�ti�-dam 1 Permit Number: 011' : 30 3 Owner: ".17 Xe lhlyle5 Jurisdiction Number: leg 1.5CO Climate Zone: Ce tral 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 3362 ft' _ 7. Glass type I and area: (Label regd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a. (Sngle Default) 566.3 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 566.3 ft' 8. Floor types a. Raised Wood R=11.0, 302.0 ft' _ b. Slab -On -Grade Edge Insulation, 0 R=0.0, 190.0 ft' _ c. 1 Others 21.0 ft' _ 9. Wall types a. Frame, Wood, Exterior R=11.0, I t52.2 ft' _ b. Concrete, Int Insul, Exterior R=5.0, 1110.4 ft' _ c. Frame, Wood, Adjacent x R=1 1.0, 677.0 ft' _ d. N/A \� - e. N/A X - 10. Ceiling types a. Under Attic w� R=30.0, 1796.0 ft' b. Under Attic A) .�� _ta� R=30.0, 55.0 ft' _ c. N/A Y V _ 11. Ducts - a. Sup: Unc. Ret: Unc. Ali (Sealed): Interior Sup. R=6.0, 1.0 ft b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft _ 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.17 Total as -built points: 35200 PASS Total base points: 36781 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFF CIAL• DATE: :2 1 i/ 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) Cap: 41.5 kBtu/hr _ SEER:14.00 _ Cap: 35.5 kBtu/hr _ SEER: 14.00 Cap: 41.5 kBtu/hr HSPF:8.50 _ Cap: 35.5 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons _ EF: 0.90 MZ-C, MZ-H _ Q��Oe THE STq)�o� OFFICE FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 3362.0 24.35 14736.0 1.Single, Clear W 5.0 17.1 60.7 57.68 0.89 3103.0 2.Single, Clear N 1.3 16.0 28.0 30.19 0.99 841.0 3.Single, Clear W 7.0 2.5 11.0 57.68 0.39 248.0 4.Single, Clear W 7.0 9.8 13.3 57.68 0.63 480.0 5.Single, Clear S 1.3 13.1 7.0 48.22 0.99 334.0 6.Single, Clear S 1.3 16.1 38.0 48.22 0.99 1818.0 7.Single, Clear E 1.3 16.1 38.0 63.97 1.00 2419.0 8.Single, Clear E 10.0 8.5 64.0 63.97 0.48 1982.0 9.Single, Clear E 10.0 8.5 64.0 63.97 0.48 1982.0 10.Single, Clear N 1.3 15.1 22.5 30.19 0.99 675.0 11.Single, Clear E 10.0 3.5 7.0 63.97 0.36 162.0 12.Single, Clear W 5.0 5.5 40.0 57.68 0.57 1305.0 13.Single, Clear W 1.3 8.0 30.0 57.68 0.97 1675.0 14.Single, Clear W 5.0 6.7 20.0 57.68 0.62 709.0 15.Single, Clear S 1.3 2.9 4.8 48.22 0.71 165.0 16.Single, Clear S 1.3 4.5 16.0 48.22 0.83 636.0 17.Single, Clear E 1.3 4.5 16.0 63.97 0.88 900.0 18.Single, Clear E 1.3 5.5 60.0 63.97 0.92 3543.0 19.Single, Clear E 1.3 3.5 6.0 63.97 0.82 314.0 20.Single, Clear E 10.0 8.5 20.0 63.97 0.48 619.0 As -Built Total: 566.3 23910.0 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 677.0 0.70 473.9 1. Frame, Wood, Exterior 11.0 1152.2 1.90 2189.2 Exterior 2262.6 1.90 4298.9 2. Concrete, Int Insul, Exterior 5.0 1110.4 1.00 1110.4 3. Frame, Wood, Adjacent 11.0 677.0 0.70 473.9 Base Total: 2939.6 4772.8 As -Built Total: 2939.6 3773.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 1.Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 4.80 96.0 2.Exterior Insulated 20.0 4.80 96.0 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1598.0 2.13 3403.7 1. Under Attic 30.0 1796.0 2.13 X 1.00 3825.5 2. Under Attic 30.0 55.0 2.13 X 1.00 117.2 Base Total: 1598.0 3403.7 As -Built Total: 1851.0 3942.E EnergyGauge® DCA Form 600A-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 190.0(p) -31.8 -6042.0 1. Slab -On -Grade Edge Insulation 0.0 190.0(p -31.90 -6061.0 Raised 323.0 -3.43 -1107.9 2. Raised Wood, Adjacent 11.0 21.0 1.80 37.8 3. Raised Wood, Adjacent 11.0 302.0 1.80 543.6 Base Total: -7149.9 As -Built Total: 513.0 -5479.6 INFILTRATION Area X BSPM = Points Area X SPM = Points 3362.0 14.31 48110.2 3362.0 14.31 48110.2 Summer Base Points: 63997.7 Summer As -Built Points: 74395.9 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 41500btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 74396 0.54 (1.09 x 1.150 x 0.85) 0.244 0.950 9916.3 (sys 2: Central Unit 35500btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 74396 0.46 (1.09 x 1.150 x 0.85) 0.244 0.950 8482.6 63997.7 0.3250 20799.3 74395.9 1.00 1.069 0.244 0.950 18398.9 EnergyGauge) DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 3362.0 9.11 5513.0 1.Single, Clear W 5.0 17.1 60.7 13.25 1.02 816.0 2.Single, Clear N 1.3 16.0 28.0 15.07 1.00 421.0 3.Single, Clear W 7.0 2.5 11.0 13.25 1.12 162.0 4.Single, Clear W 7.0 9.8 13.3 13.25 1.07 188.0 5.Single, Clear S 1.3 13.1 7.0 9.90 1.00 68.0 6.Single, Clear S 1.3 16.1 38.0 9.90 1.00 374.0 7.Single, Clear E 1.3 16.1 38.0 12.37 1.00 471.0 8.Single, Clear E 10.0 8.5 64.0 12.37 1.20 947.0 9.Single, Clear E 10.0 8.5 64.0 12.37 1.20 947.0 10.Single, Clear N 1.3 15.1 22.5 15.07 1.00 338.0 11.Single, Clear E 10.0 3.5 7.0 12.37 1.32 114.0 12.Single, Clear W 5.0 5.5 40.0 13.25 1.08 572.0 13.Single, Clear W 1.3 8.0 30.0 13.25 1.00 398.0 14.Single, Clear W 5.0 6.7 20.0 13.25 1.07 283.0 15.Single, Clear S 1.3 2.9 4.8 9.90 1.25 59.0 16.Single, Clear S 1.3 4.5 16.0 9.90 1.09 172.0 17.Single, Clear E 1.3 4.5 16.0 12.37 1.03 202.0 18.Single, Clear E 1.3 5.5 60.0 12.37 1.02 754.0 19.Single, Clear E 1.3 3.5 6.0 12.37 1.04 77.0 20.Single, Clear E 10.0 8.5 20.0 12.37 1.20 296.0 As -Built Total: 566.3 7659.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 677.0 1.80 1218.6 1. Frame, Wood, Exterior 11.0 1152.2 2.00 2304.4 Exterior 2262.6 2.00 4525.2 2. Concrete, Int Insul, Exterior 5.0 1110.4 2.90 3220.2 3. Frame, Wood, Adjacent 11.0 677.0 1.80 1218.6 Base Total: 2939.6 5743.8 As -Built Total: 2939.6 6743.2 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 1.Adjacent Wood 18.0 5.90 106.2 Exterior 20.0 5.10 102.0 2.Exterior Insulated 20.0 5.10 102.0 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1598.0 0.64 1022.7 1. Under Attic 30.0 1796.0 0.64 X 1.00 1149.4 2. Under Attic 30.0 55.0 0.64 X 1.00 35.2 Base Total: 1598.0 1022.7 As -Built Total: 1851.0 1184.E EnergyGauge® DCA Form 60OA-2004R EnergyGauge&FIaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 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 190.0(p) -1.9 -361.0 1. Slab -On -Grade Edge Insulation 0.0 190.0(p 2.50 475.0 Raised 323.0 -0.20 -64.6 2. Raised Wood, Adjacent 11.0 21.0 1.80 37.8 3. Raised Wood, Adjacent 11.0 302.0 1.80 543.6 Base Total: -425.6 As -Built Total: 513.0 1056.4 INFILTRATION Area X BWPM = Points Area X WPM = Points 3362.0 -0.28 -941.4 3362.0 -0.28 -941.4 Winter Base Points: 11086.6 Winter As -Built Points: 15910.0 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 41500 btuh ,EFF(8.5) Ducts: Unc(S),Unc(R),Int(AH),R6.0 15910.0 0.539 (1.078 x 1.160 x 0.87) 0.402 0.950 3574.8 (sys 2: Electric Heat Pump 35500 btuh ,EFF(8.2) Ducts: Unc(S),Unc(R),Int(AH),R6.0 15910.0 0.461 (1.078 x 1.160 x 0.87) 0.416 0.950 3169.9 11086.6 0.5540 6142.0 15910.0 1.00 1.093 0.408 0.950 6742.6 EnergyGauge) DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: _ J 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 20799 6142 9840 36781 1 18399 6743 10059 35200 PASS y� O� THE STq��`` t, `,/�' OHO oon wE EnergyGauger" DCA Form 600A-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGaugeO 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details [ADDRESS: , , , PERMIT #: RA-211 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 s ace tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se arate 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. EnergyGaugel DCA Form 60OA-2004R EnergyGauge@/FlaRES'20D4 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.0 The higher the score,'the more efficient the home. I. New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (W) 3362 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) 566.3 ft' b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 566.3 ft' 8. Floor types a. Raised Wood R=11.0, 302.0 ft' b. Slab -On -Grade Edge Insulation, 0 R=0.0, 190.0 ft' c. I Others 21.0 ft' _ 9. Wall types a. Frame, Wood, Exterior R=11.0, 1152.2 ft' _ b. Concrete, Int Insul, Exterior R=5.0, 1 1 10.4 ft' _ c. Frame, Wood, Adjacent R=11.0, 677.0 ft' d. N/A _ e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 1796.0 ft' b. Under Attic R=30.0, 55.0 ft' _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft _ b. Sup: Unc. Ret. Unc. AH(Sealed):Interior Sup. R=6.0, 1.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 41.5 IcBtu/hr SEER:14.00 _ Cap: 35.5 kBtu/hr _ SEER: 14.00 Cap: 41.5 kBtu/hr _ HSPF:8.50 _ Cap: 35.5 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons _ EF: 0.90 MZ-C, MZ-H _ y�yOj THE STq0 gunU. 110 rti COD WEBus *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. /f your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar designation), your home may qualify for energy efficiency mortgage (EEM incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on a es 2&4. EnergyGauge® (Version: FLRPC�B v4.5) (• i l' 'j t •,(�:._ its`; .i.. i - _ . 0akridge PRO 30 AR , Shhigles Sophisticated Design &Dimensional. Performance The muted color blends and O subtle - e - ;. o P C ha � z s to featured �• - - - _ in �a 'id e PP. - - O 30 :;R shin„'les add de ith and dimension - - '- -- to Four home.Two asl,halt shin:-les with a tough Fiberglas.. mat - _ -- core arc` Ilotlded to etherand eyed ov ' c in colorful. _ - durahle surface ;SrannlPs. t: :r, -`: _-.,c '°. .: __= .=:::_:-: '`..:.', .... - - b Oakridge PRO :in AR shingles carea separate Al-ae Resisruue Limited Warranty::: • 0-near limited warranty.. '-- . �.. - _ - - - Durable weathering Made asphalt composition. - - - _. ::.. . • 0 xinj "ind Resistance Limited Warranty'* helps ensure performance. • Class A UL Fire Rating- the industrvs hi;hest ratht . o'Enhanced warranty protection and T. extended period of non -prorated- o Tru PROtection". covera;e of 10 years AV i kith optional System dvantage : aoolirr, a�a Limited Watntz-.'= �� w,Q`'—.;,, ;� _ The:lrchilectio'u! Series :all Owens Coming architectural Series products are desired and -engineered to help you create a distinctive, one of a kind" sn le for your home's exterior. ;Product Specifications -Nominal size 13Y," x 3814" :Exposure g 19" shinglesiper square 66 Bundies'per square/ 3 Coverage per square :99.9 so ft Tested for Excellence All Owens Corning shingles are heavily tested to meet or exceed applicable standards measuring fire coverage t' —and Wind resistance: _ _.. Applicable Standards & Codes YAST.vr D 3462 ASTM D 228 ASTM E 108, 'Class A UL 790, Class A ASTM D 3161 UL 997 -ASTM D 3018, Type 1 Florida Building Code AMN Plant Service Areas: Jessup (South), MD facksonville, FL Atlanta, GA c , :*See cctucl wcrrcnty 5r detcfls, limitotfone crrd requirements. gig __- 03/26/02 TUE 15: 51 FAA 4U'/J0U1J0Z rL-1rt.nA01J.v . __ __-- ... —I- .7- .'j � PANVEST GROUP EXAM VIRStEl- It s fir}&M LEI CHU ENTERPRISE CO., LTD. N. TAICHUNG BRAIME -9 t i r L 10 4 9 it No- 9, Rd.10, Industrial Pack, Taichung C4, Talwan I mi. 886-4-359.3508 Fax: 886-4-359-3447 EAmllt Is[ t. Fehruary.3, 1999 SUBJECT: 1" to 3"x .120" Smooth or Ring Shank Electro-Galvanized Nail Wire Diameter..120 +/- .001" Length:.975" min., 3.016" max. Bead Diameter:.275" min., 375" max. Thread Diameter: (ring shank) .132" min., .135" max. RinWInch: (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. F-EI3 27 2002 08:22 FR OWENS CORNING 2-A 419 248 7354 TO 913213481001 P.06/34 Pile'R27f53 •Page"rl-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 1/4 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. The shingles were applied t?y using four standard 1-1/2 in. galvanized roofing nails per shingle by Underwriters Laboratories, personnel parallel to the short dimension of the test panels while at -room temperature (80 t*15°F) and in a manner recommended by the manufacturer. The panels were maintained at an incline of one vertical- inch for each six horizontal inches during application of the shingles. No adhesive other than the factory -applied adhesive was used to fasten down the tabs and no pressure was applied to the shingle tabs either during or after application. The panels were placed into a conditioning cell while maintaining the one in six incline at a temperature within the range of 135°F to 1400F for a continuous period of 16 h. After conditioning the panels were allowed to cool to room temperature again while maintaining a one"in six incline. Two tests were conducted, unless the first test yielded uasuccessful results. RESULTS At no time during the 2 h period of exposure did any test panel experience 1) the adhesive of the self-sealing shingle fail to restrain any full shingle from lifting nor 2) any f ree portion of a shingle lift so as to stand upright or bend back on itself. Report by: Martin K Rowan Sr. Project Engineer MR/DM:Iib DMS Reviewed by: Douglas C Miller Engineering Group Leader TAMKO Asphalt x ® HO.15 Oil PRODUCT DATA Saturated: -Organic Felt TAMKO* NO. 15 UL felt features a premium quality TAMKO organic felt (non -perforated) that is saturated with asphalt. Accepted for use as an undertayment felt to be applied over the deck prior to the i p nstallation 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', 8-1/2`, 11-1/40, 17' CAUTION: The National Institute for Occupational Safety and Health (NIOSH) has corKluded that fumes of heated asphalt are a potential occupational carcinogen. Do not heat or bum this product. TAMKO vi Visit our Web Site at www.tamko.com rzoo oet Central District 220 West 4th SL, Joplin, MO 64801 800-641-4691 HOOFING PRODUCTS Northeast District 4500 Tamko Dr., Frederick, MD 21701 800.368-205S TAL4W*i3 H n ister°d traderna* d Southeast District Southwest District 2300 35th St, Tuscaloosa, AL 7910 S. Central E 35401 800-228-2656 TA%M P"*v P` &MU. by District strict 5300 East 43rd Ave.e., Denver. CO 8= 6 800-530-8868 INSTALLATION G.UIDELINESJOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the installation of water-resistant .' shingle andedayment._These guidelines can be used regardless of the . ;. weight of the nnderlayment. However, always be sure to consider the' . local codes. OVERNIGHT EXPOSURE If anderlayment has been exposed overnight, moisture from dew _ should be allowed to completely dry before shingling aver If this does not happen, .the moisture will become trapped beneath the shingles. Wrinkling can telegraph thcough-.the shingle and matte a :. WATER-RESISTANT UNDERLAYMENTS Water resistant.underlayment is a produc t:that consists of organic felt :impregnated with'asphak saturant: some water-resistant undedayments, :.:sjuch as CertainTeed's: Roofers'. Select, also contain a fiber glass rein-•: forcemencwWch increases tear strwgth and reduces wriniding Water-resistant-undedaymentwas oiiginallyinvented`to keep the roof deckingdry until shingles :could beapplied Applying this .under.; layment was originally called "drying -in. the roof." It was also. useful as a separation' sheet tweed tf roof sheathing:boards.IBefore OSB andpkyWood sh"..were... , as io4 decidag *and the asphalt'shin- glen: This was important: becanseresiu'poclaets:iir the:pine planlii. caused the asphakso:degrade Purely unless the undedayment - s'eparatedahe resin'and asphalt' -from each<othec. Water resistantnnderlayment�ismade to.:shedmostof the water that falls on it unless. it is torn or. puncuired. Its ability to be water reststantis•temporary As the sun degtades:the,eiposed asphalt the atersali.begiri to'd g abs oib.mi ore-m?ismre, Iose.its, strength and' `. ;1.1 tually.begiii to t=.Ile less asphalt.used to saturate the under- '' °E'<:7apment sheet during: maiiufaciuriag; the shorter 8s:life Since asphalt :.. _ .. . is a mgstt isire.00mponeri� of shingle ubdediyment, to d.materials Vill')iave less asphalt and a•shorter life when exposed to'the.san: I;o.,er priced shingle nndedaymeat, for the same reason, is 'also`sub"' to' severe:wrinkling when iCgets wet or even just damp. IInderlimen .is --us. d'under asphalt shingles for a variety of reasOris $u6 as,:providing ,Backup fo :yvaiec shedding protection of the deck if shingles fail fro:wind=diivea.iaia..The:lower the slope; the more important t' `undeda'euE:isisince water flows more .easily under shingles on lour .A protective hairier to'the elements between the time -the old shingles have been' forn;:off and prior -to the new. shingle being . appli e:underjzymeni should not be.relied on as a temporary roof .system;; e y When the drip edge flashing is not yet in place:.It is unlikely to'prevent leaking in the event of...... - heavy wind and + 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 - good shingle job look terrible The worse -part. istbat,the job can look good when you leave in the evening but the wrinkles can reappear the neat atorning when the homeowner will notice them. While we've discussed underlapment being e*osed 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 anderlayment installation problems. FASTENER :TYPE:. CertainTeed recommends osmg nails raiher'than;staples Bails provide more resistance against underiayment tear.out: It'is.vety important,.: 'whether hand nailing or using a pneumatic gun,. that the fasteners be driven flush. INSTALLATION METHOD: When applying underkaymeat.the key is to keep the'product as wrinkle free as possible. I. Unroll the underlayment parallel with the eaves. The eaves edge *of the anderfaymeut should go OVER the drip edge,eaves flashing, but go UNDER the drip edge flashing.alonithe rake. . Figures -I: Applying Water -Resistant Underfayment' Along The Eaves And Rake The type of decking material used may influence the bolding power of the fasteners. Your experience may Here Are indicate that more fasteners are necessary in some situations. Some Tips... For steep roof pitcbes above 7.•12 consider adding a third row of fasteners, making each row 9" apart instead of 12" apart. Dennis Torback from Fulton, AS tells us: 1 always use Plasti Top nails on felt, .it resists tearing under foot and has bell up during an unexpected storm with high winds.' 2. Around the perimeter of the underlayment, place the nails approximately 6 inches apart and about 1 inch in from the edge. In the main area of the underlayment, two rows of nails are used. The first is placed 12" up from the bottom edge and the second is.24" from that same edge (or in fact 12" from the upper edge). This nicely separates the 36" wide underlayment sheet into thirds. Nail along these two rows 12-15" apart. Nail placement should be alternated so that one row places the nail opposite the open area of the first, creating a sort of zigzag pattern. This will result in a simple pattern with all bails being approximately 12-15" apart. (See tips above.) WARNING When installing underlayment where hot vent stacks protrude (from wood burning stoves etc.), it is important to allow a minimum 2" clearance- Check fire codes. HIGH WIND / 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 a\ 6 �\1�� van°,\•►YF° \ WRINKLES AND BUCKLES Qa\'° ;I•�,, Organic felts expand when wet. They can wrinkl' a after being applied to a wet deck or if moisture is absorbed from dew, rain, or snow. If shingles are applied over an uneven underlayment surface, some of the wrinkles may "telegraph" (show) through on the finished roof: Of course, wrinkles and buckles can also result from incorrect installation. If these problems appear, several approaches are available to eliminate them. Fhst, the underlayment can be replaced. Second, Figure 3-2 Standard Nailing Pattern For Water Resistant Underlayment the wrinkles can be cut and repaired with patches and asphalt plastic cement. Third, wet and wrinkled underlayment can be allowed to dry 3. Succeeding courses should be unrolled in a similar manner over- out naturally from exposure to the sun. As the underlayment dries, lapping the previous course by-2'.-Be-carefu�to-ro(1 it -out straight---tbe-vrinklesoften`"pntttfoppcaL w" auu disc 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 be approximately 6" apart, centered in the 2" area. will eliminate many wrinkling type problems. Ask your supplier for (See tips below.) the highest quality he can obtain. Do not assume the underlayment he 4. If the length of the roll is not sufficient to complete the entire run, stocks is the best avai4le. 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 locaied 6-8' from any other end lap that may be in the preceding rework and repair'lustallers 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 p/ace before moving on. Here Are Some contractors prefer to do the deck in stages applying 2-3 courses o underlayment then immediate applying Some Ti s... p f g l �n � p the shingles -to that area Using this method they can sometimes reduce the number offasteners used but they must work carefully to be sure the underlayment remains flat. Michael Saunders from Bath, NY suggests, "Wben doing a tear -off the drip edge can be reused to hold the edges of your newly installed felt overnight. " 05/03i1002 09:45 3213481001 COLLIS ROOFING INC PAGE 02 05/.)2/2002 14:49 14078949412 KAYCAN ORLANDO PAGE 04 TABLE 1607—".2 MINIMUM WElt�l{T MATERIAL, THICIG\ESS (in.) GAGE (It,) Pu ) °rWnurn 0.02a I. U d . s Steel 28 alvanized Steel 0.0179 26 (zinc coated G90) Zinc Alloy 0.027 Lc2d Z iM Painted Terre 10 15073.99 Drip edge. Drip edge shall be provided at eav es and gables of shingle roofs. and overlapped a minimum of 2 inches (Sl mm). Eave drip edges shall extend 1/4 inch (6.4 mm) below shea[hing and extend back on the roof a minimum of 2 inches (51 mm). Drip edge shall be meehenically fastened a maximum of I inches (305 r-nn) on certer. \.UUC uritine t , . Page I of 6 +r3[�x�T,'� 4•?-`.c.i-�Y+�..k 5.� rwm �� Log In Hot Topics Submit Surcharge Stats & Facts Publications ` FBC Staff B ��='' �aQ Product /Approval jcr�i, ' .sx-f i�, `- - USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL4668-R1 Application Type Revision RN 010 Code Version 2004 Application Status Approved Comments Archived - -a'y.t:L`!�t 4-j rii-• 'ram'. Product Manufacturer- International Address/Phone/Email One North Dale Mabry Suite 950. Om-, Tampa, FL 33609 pgxe_u�-- �v 4. Authorized Signature Steve Schreiber sschreiber@masonite.com Technical Representative Address/Phone/Email li TtnF•�� .,.�.Ii :SS;•��tar.:��>n�Y�, .'.1,.Y�..-Quality Assurance Representative 'i y�k % ^:_=is'�i�• :fir Address/Phone/Email Category Subcategory Compliance Method Certification Agency Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Referenced Standard and Year (of Standard 0�cA Standard) ASTM E1300 http-.Hfl on'dabuilding.org/pr/pr_app_dti- aspx?param=wGEVXQwtDgtAcGSvedS%2bbvQu., . 3/28/2006 -5- - w v ASTM E1300 TAS 202 i.. 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 Entergy- EntTy Systems FI E3ERGL-ASS DOORS 0 0 0 0 0 0 ? o 0 0 0 0 0 0 0 O � N 1•Y ul c � c� _ O O N O O c- O O O n p p c o p 0 p 0 p 0 O 0 o 0 0 0 o 0 O 0 o 0 o 0 0 O 0 c i 7 V1 i U'f 3 U•) lff 4A N Y U] N V�'I 11�1 � N Z � } � !- Y m o -1 T== m o olo`p o olololo o p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O ti - O- 0 0 0 O O IA N-- N UY to b 11Y Vf Y! II Y1 N RI RIR O c I 4 I ? p O R R R R RI O O O Q Y") N Itl I 4 T I 4 Y C � O O O Ll U E2 OI O - V -e O - 1!2 121 - C7 O O L- O L� - K K X K X X K K X '•[ X rt K K X = w rn tc u to K K X K K X X of a ra I r' r. e-� I r-a r-t r+.l ra ra r, r7 ra n r7 ra r7 r1 n n r7 r7 ra r••� � n r=a r7 ^ � I 00 y - N c m o m O ••� X X x l m X a rn m X K K m omi •� om p X X o X m m ua m m •n _ o igs X K C� w — ��o x ka-; 1-1 x I 1, i 1 1-1 =9 x O -12: IOOru o:0N— oFE; Q - � _ g • � z `��i� � � < < � � � � � � + � COPAUOAAM nea6 rmeren¢0 m bui OMDU bmwim !G@>mf01 mtorettemo - ll imb a Item " rrwr.metpMM.=n) or bs MALWMt UEM=x) temp \ ^J O \ la Enterig-T-v- Entry�,Systems FIBERGLASS DOORS r 0 0 0 O O o 0 o O 0 0 P o 0 o O 0 0 o O g 0 N 0 g N 0 o o N 0 N 0 a o o N 0 0 Q 0 o o N 0 N 0 o 0 o> N g 7 e Q p G P p G a io G pp ' f'1 .31 o - -, N ems. ti 3 N - I O Yf N O p O p p p p O O p O N -- = P a o rn 0 u1 0 o p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 l c o 0 0 0 0 0 0 0 C e ^ a o 0 0 o o o o 0 o cv o o 0 0 o v o o v o 0 0 o 0 0 — — E� r`aa `rQi � p— o� '� m m_ m i m ra m m_ ,u o m rn u rm•� ,o o rm•. � coi o r"a 0 a N E o O'-' x x x m �i e b A x Y O P m n !• h x x p x O rD N N C x � 1D ep's — C 4 r + c o o o �a o o Xxa o OX�y u o o Ka�� o o s� p o 0 0 « o �� i o_ of rn o 0 m 40 4 e + '0 o_ p o c;. ppN T12; rvC { 2 _ . Kl.Ilm R MpAtM Aa1D sh—ti MI.--d h Qe= rraar; p .r z aomrforul htorm=M - ana0a04 k= Rv 1M.wlf6ip(f Mt Cf'Llf/ EL�amD: te�niol LiTx21- .L CSLL� S , dC:--S Data Review Certificate Certificate -_ 02643 77 C —es•-aQ Senrict :`_ LL Sezako h?s :vlit t% _Q u0C'�l�te� ? L 0❑ 7 pplled =v f =iC :T� p-_�li.'Cr = :LC:1GT �OGi ."'Ot:'1C:a C'n :::: oeiow :o de.er-�i,:e -ne ?zvrovr:aLeesi- load _nc i.-�2.:: n RS ;. NL=;-Dade CoLt'1L-; F on "P-mmCG1 R. �0 P_=;J azC P=ten- _ -- T-: :.=,;e was se`l7e`J4eC for ip?Jli4ab111-v L SuL'TJOi. oi- -at do1 P-oduc: ance DG:__ cIll1?1 OT a -+roduc: i i i1n Snc �1 JC ll JZMko..Cet—`ies :hal LIIe ties: r.70r-.s--%Mvicec _ -- COLsi_ Ce,:t Care 0:'f o nr=l ce suee:s (C0P's) CoII:2Mc- "e n-:,d_L: per=o-m-ni.1Ce dau zmpmnual specifed IIereiii. i be a -ached YI2SOIIlt''�, eu COI �r�P%'e.5"y 'NvIct_-.CeS (L1u1GLle1v 1ULDered by producL model' provides cCr.-ela-6rz -or ezcn-od11c: model reviewed indica nQ tree :--s: lab ,T - �F��':'_'C: See and insLallat:on -=-Fo ariop- and ratings for deS1g': load =- apphcaD1117 o ss=ie -^n ems. appi cabi_ COP' and .tee aC: L i s a -i -I.a vices M15T D2?' YY? uGC: J:-'CcuOL s- - C:'_�I��c�:s: Wood-1=dge Steel Door 1tilat:is=3026447C -001 j Metal-Edze Steel Door (ylaTriz 130_b411C-00=) Fiberzlass Door (NI arrix0264--T, 7 C-003) ------ie'nkG has n0 d1rzC nllDwl.^-tee 01 :he Ie,Su c:onLzu=a via itc.r =ae no LTriCMDr :D ve-' :n2 c�C_1raC'; 4% _ol?°�.DL£SS of _ne 1Q1II 3:tDmi=1?C. : ne review Con=C''�: was onn, ro jz-7R1r:e -hC 1L'^.SGL`. 1 � :�IlTL :Z; •'?71;�„^eT1Ic'.^t :.^. o C-Ul�: =TC COri"CC_ ; c:.•r�ScA1a�25 l7r u1? :1QiC SI1DDfi?^ frGTTI :iie L:`^OrDiore„ :'? y'_ jC p : Y1ey�, j�•n�� ;Or,� :t::1crL11 De; Dm1anC: re:uiz oniv a a J.Z aor ir.;: ivae -:tide v J`Q:r clDillr2110R or ware- 7ene:, ?ion 1:S. re; i . iiL.:0 eazz C, APR-16-2003 WED 03:49 PM TRIM PAK FAX NO, + AP r. i 6. I'M" 3:33PM PHCMDOR DICKSON 61" 446 7228 No ,1918 �v o� 11 �`� Masonite International Corporation \\� TECHNIC,A,L ADVISORY To: PD White Date: ,April 16, 2003 City -of Oviedo, Florida (407/977-6027; 407/977-6025 fix) From: Kenneth R Imhoff CC: D. Svnd (407/957.6234 fix) Sr. Project Maruger — Exterior Door Product: R. Barry (913/982•0914 tax) kimhoff@ntawnite.com 61 V441=255 office 813/335-4171 mobfle 6151446.7729 fax Subject: Air & Water Performance Results on )Erterior Door Untts Submtted for Permitting by Engle Homes. Reference; Product Approval Sheet's COP-WL-MA0101-02; COP-V/L-MA0121-02 Indepantly Validated under the Warnock Hersey (WH) Mark. P. 02/12 P. IA ) It is our belief that the exterior door units defined under the aforementioned certificate of -performance (COP) sh=ts comply with the requirements of the 2001 Florida Building Cods (FBC), Chapter 17 (Structural Tests & Inspections). This unit was been tested in ,.accordance with Miami -Dade Building Code Compliance Office (BCCO) protocol ;PA202 performance guidelines. PA202 procedures include water penetration in :;;accordance v6th ASTM E331 -.Standard Test Method for Water. Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference " & . air Mitraiion in accordance math ASIM B283 - Standard Test Method for .k .Determining the ,Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen. Masonite certified test report noted on page 2 of the COP sheet (NCTL-210-1973-1,2,3 / copy enclosed) confirms that this unit achieved no water penetration at 8.25 pounds per square foot (psf) for door units designed to swing out Door units designed to swing in achieved no water penetration at 2.86 psf. The test report also confirms that this unit achieved an air infiltration rate of 0.03 cubic feet per minute per square foot of crack (cfm/W) for door units designed to swing out. Door units designed to swing in achieved an air infiltration rate of 0.18 cful/ft�. Thank you in advance for your further review of this information & let me know if you require additional information to resolve this subject. Respec ly Submitted, x 1Z - .I M;Ao f f Masonlie/Prentdor Exterior Door Products - One Premdor Drive s Dickson, Tontieseet 37055 ArTak, Castlegate. Celco, Colorado, Dccot, DorFab, Entergy, Evergreen Johnson, Monterey, Onkoraft, PremvU, Rochman Univcraal, Royal Mahogany Products, Span -Rite, Spoelnity/Baylite, Steelwood APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. + P. 03/12 Aar.16. 2003 S10M PREMDOR DICKSON 610 446 7229 No.7918 P. 2/11 Prcmdor Entry Systems -3- NC11,210-973-1,2,3 (S7(F) PARAGRAPH NO, 5 2,7 5.2.3 52.6 5.2.3 PAR/ICRAIPH NO, 5.2.7 5.2.3 5.2.6 5 2.1 PARA gMERH_N 02-1 5.2.7 5.2.3 5.2.6 5.2.3 STRUCTURAL TEST RESULTS SMCIMZN NO IS (Outswin ) TITLE OF TEST MEASURED ALLOWED Air Infiltration 1.57 psf (25 mph) 0.02 CFMTV 0.20 CFM/FTZ Uniform Static Air Procedure Design loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior i Meets as stated Water Resistance (5.0 GPH/F e) WTP - 8.25 psf No Entry No Entry Unlfortn Static Air Procedure Full Loads 114.0 psf exterior 0.041" 0.144" 114.0 psf interior 0.124" 0.144" STRUCTURAL TF-Sx RL5MIS SpjC; MErj NO, 2� (OutSWjnp) TITLE OF TEST M ASURED ALLOWED Air -Infiltration 1.5.7:psf (25 mpb) 0.03 CFMIW 020 CFM/F14 Uniform Static Air Procedure Design Loads (30 second durations) 76:0 psf exterior Meets as stated 7610 psf interior Moots as stated Water. -Resistance (5.0 GPWFT) Ares - 9.25 psf No Entry No Envy Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.051" 0.144" 114.0 psf interior 0.147" 0.144' STRUCTURAL TEST RESUIM SPECIMEN NO 3S (Inswin 1 TITLE OF -•EST NYAMiRED ALLOWED Air Infiltration 1.57 psf (25 mph) 0.18 CFM/FV 0.20 CFM/FI' Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterlor Meets as stated 76.0 psf interior Meats as stated Water Resismaw (S.0 GPH/FV) WTP = 2.86 psf No Entry No Entry Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.143" 0.144" 114.0 psf interior 0.039" 0.144" riuu-cc-r_,uue mu uo•ao rn ► in rnh rHn NU. 4Ultl0lbe:54 r. UC/U6 UI L. D E P%, } F i r 0 Proftsslona} cnplr}e rinr. S.Ervices for Developers and -Builders or.Resldential-Housing O P.O. riox 6954 T ltue:vilie, FL. 32793 ' Phone (407) 289-SUS ' Fax �'40T) 2R9-5"8 _ O'fTr'r, 0FPR0D T A(,CFpTAhrz; :N 2 9aD0 Kmil:sc:t Corporation 516 F.+i,ii cnm.a Ana Strect 11.0. RoN l2 50 naie;i», Ui(omia 92R0 4250 D SC RT.;> nON OF Model Dcsirn;ction: Kmikset Series and Tuan Scries (C71indricaI L.ozk:s) Matimum Dve. all Size: 2-1,'8" rXC_L Bore-"ith a.1" Cross Bor---( 2.5/8" or 2-3/4" Back -set) Gc»cr:tl de5cri[,1ion: CSlindrical bored t}•p_ lock: I Cf , ryrT'rGl7 7c;ted my Amcric:tn Test I..tibs of South Florida. 'rest Report �_'i L 0212.03-96. 0212.0.-96 signed and sealed by William R. Moitiner, }'.F.. • c ;t •., . Test Loper Desi zn Lo3d r,.om& t. mn• (a.S'[M F-9•12 p~.t PA-202) passed passed i_.a;.ge!d Liss, le In mu.. P;:r PA -20 i Fug p ed (impacted as insr.7-ng unit) 1•:zt,tv��:oa::►itc'r�st, ear t�:.�i c}-clec Ki iks8l Series posiiiVa 6 5. 0 ptf 6S.0'Psf F atiguc'.Loading Test_. 6 71 to vycles �:wil:sei'Scries ncrative 96.0 psf 86.0 psf r:1118uc LttaLiincI 7cst 671 toial cycics Titan Serirs positive 86.0 psf 86.0 psi F3ti8ue Loading Test 671 total ccles Titan Series neeziiVe 86.0 ref 86.0 t,sf J�4stgtt 1'�essu:eifalin�: Kmiksst Series -Passage Positive .65.0 pcf ,(0UTSVtir1NG) Entn• (requires-F:s6ge bolt) Negative 65.0 psf ' D=acihcilt silts pmsswc. Rating: Y.,-6I:5c'. Scrics - F-issage Fositirc 65.0 oaf QNSWING) Entry fnecp ices p:tssagebolt) Negative 96.0 psf Dcadboh 1):-ct�n 1';csrareRating: Titan Series - Passage Positive 86 G psf (OJI SArING/ t-ntry (regtures pimac bolt) Ncgattve 86.0 ps` LNSWNG) lle3dbolt LA'S'rAI AND ANCr7UTUNG: Set rc•rerst, side this paRc _ Q. USE -- - - tJ�. 40116 ' 1. rc-, STAT h C'= rf+•:�d to use in lact�tioits adh:sin� to the S.B,C.C.I., S.F.t7• .C., SF.B.C. Brou•ard Edition. and «•her_ t �cosrLrot• rc,qui7e.m mts as uete.rminrd by ASCp. 7 Minimum Desicn Lords for Buildings and Other Stnictures does rnw 6tj�f pr.ssurc ratinGs listai above. 7. The Grade Ratingof a lxl: is not rtinent io simctu.sl T'`= � perfDnnancC lS tC13tL'S (0 Hl:i'ricAnC / R%in[1 CntiG COTptt 3, Mny b:: ured on doors lcricdto design ptessuscs eq=l to or less than thou Fhomm above. 4. Application for building p_rzi6t shall It accompanied by a cc-,y of t :is approvAL „ r• 0 A �Qg nuu-co—cuuc Inu U31DO rcl ITill'I rnn rtiA NU, 4UIDDIDCJ4 r, U61u6 INSTALLATION OP LOCH- S'E-TS PER TESTING AcceptOnce W309400 r —HAR �, KWIKSET SERIEc NOTE._ TO BUILDING INSPECTOR THESE KWIKSET AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PURPOSES AND REFLECT TESTED CONFIGURATIONS. DETAILED INSTALLATION INSTRUCTIONS ARE PACKAGED WITH THE LOCK UNIT INDIVIDUALLY, PROVIDED THUMB TURN KEYED WOOD SCREW DEAD BOLT ./ QQQ 2 J/Er or 2 3/4' STRIKE BACKSET MECHANISM TO Sr — PLATE I i/c HANDLE SET. LEVER cw �� t"7 or KNOB. �scRew WOOD SCREW_— ( / LATCH , 2 3/� or or 2 2 3/ 3/4 STRIKE _J BACKSET PLATE PER HANDLE ' SET S+` T17:4 rV' S Z11 pl i-J S ' prR Iir DwARE THUMB TURN PER DED r ACh E r SCRF1W VEYED -, ./l If ►ter• 7 r000 wOOD SCREk'- I STPIPC p. Arp. . wOIDD SV: E'W - \, S.rnlr:E _l FLAT E DEAD BOLT w/ 2 3/y' or 2 3/a• BACKSFT / I Ile WCr+nC C � • 'I �L�� x� pry r K4D srpcw jATCH BOLT W/ •2� 3/T or 2 3/+' 4 , BACK iET FIER MECHANISM TO BE HANDLE SET. LEVER or KNOB. NOTE TO BUILDING INSPECT( MECHANISMS WITHIN THE C1101 ARE OPTIONAL TO THE PRIMA] MECHANISMS SHOWN. FOR EXAMPLE: A THUMB TURN DEAD- LOCI CAN BE SUBSTITUTED WITH A KEYED MECHANISM WITHOI INVALIDATING THE SYSTEM. OXO i t F r t Glazed Outswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: fi.'ty P I 0 Test Data Review CenIflCM 13026447A; 130264478; /3021447C and COfa/iest Report validation Mauler 03026447A-001, 002,.003; A0264478-MI. 00Z. 003; 03026447C-001, 002, 003 provides additional Information - available from the ITS/WH weDyte thlamile webslte we-tlshoe.moroMasonite technical center. Nate: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 6'8". 1' Single Door with 2 Sidelites Maximum unit she • 9'0' x 6'8' Design Pressure +55.0/-55.0 1Jmited 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-nallonal. stale 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 too Series 133. 135 Series 136 Series an Series 1/2 GLASS: rol 00 0o 00 : 00 00 00- . 105 Series 106. 160 Series' 129 Series' 12 R/L. 23 RA- 24 RIL 107 Series' 108 Series 304 Series Series' TRIs glass kit may also be used In the following -door style: Eyebrow 5-it" with scroll. Oak aft u•d- r .d AR�k Ev— �}e^' tesl.el•elf le•. PIe6ROl.Aia ENTRY RDOORS I✓—J—e F4,—Ev, D— n✓►.Wri TLlnf�liew 1'L'J'TT as AM 17. 20M a.aul, arr. our comkwtp program al product i n s"Mom makes soodnca110ns, draw and wodud M a s o n i t e International Corporation ataa .•bleca to change as roar naece, OXO w O• tI r4I Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: al, o0 404 Series 410 Series 109 Series 114, 120, 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: 0 129 Series 200 Series 12R, 12L, 23R, 23L. 450 Series 152 Series 149 Series 109 Serial 120.122 Series 300 Series 24R.24L.Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202 Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold PRODUCT COMPLIANCE LABELING: TEST:ND ACCORDAMIAMI-DADECOMPANCITY, 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 Werr..* 26r." Fes. Test Data RvAm Cerdflote /30264470. 030264470; /3025447C and COP/rest Report VaOdadon With 030251 001, 002. 003:130284 Irltii 1. 002.. ... . 0M. /3026447C-001, 002. 003 provides additional Infonr adon ava0aob from the rTi wei (www.eds onloa on the Masoi weltsite (www,masonlia.com) or the mmnite twAni center. Oakcraft AR EKn ...... .A r..l•.r..t,r,.�•J1- PIBBR OLASS BNTINLRY DOORS N..is.d Fw.ara f„erDw, �lft'�wn�e//R/ww • Jt- 17.2002 L.i r/V Ow cot.h•thp program o1 product Ynomitnpe naW sp.driatlpns, deign rind pro" M a s o n i t e International Corporation d.ua vrei.ct to dung. wkho id notice OXO �IIII Unit �� OUTSWING UNIT WITH SINGLE DOOR & TWO SIDELITES (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT r, r BUTT HINGE (12(12 WUGQ DOOR SHOE JAMB 11<"'S PItNEI all z Uo , Yr HEAD WOOD SCREWS TO BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION DETAIL SIDE JAMBS ATTACMED BA((-TD4ACr MUST BE JOINED USING V X Itr LONG CORPAGATED FASTENERS LOCATED r FROM FACM EMO MAOMUM AN'' D.C. MAYIwM (STOP SIOQ OR EIO x r FLAT MEAD wow SCREWS LOCATED r FROM EACH END MAAwm AND Ir O.G MAx1M IM (ON CENTERLIKE OF STOP(. TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT TYPICAL MULLION ATTACHMENT TYPICAL HEADER & SIDE JAMB ATTACHMENT FIAC M,faimnD U-4 00 WOOD O FRAME HEADER t?STOP O HEIGHT YWIwM) ' FINGER-xnNTEO (31 r LONG IT .MO WOOD FRAME HEADER MILLION WOOD R-1?iA•1T I?CADWN� WIRE STAPLES mn, r wrM Vr STOP 1 STOP NDGHT UMIAWIq HEIGHT W."A I 1, ANGER -JOINTED KILN DRY WOOD SIDE JAM8 (1-Il4' x 4-9n6 WITH I? STOP HEIGHT MINIMUM) EZI ro x t.vr HIGH PERFORMANCE HANG Fur HEAD BUMPER THRESHOLD WOOD SCREWS OR 149n 6 X 72' STOP (3) r LONG X fir HEIGHT MWUAUM) CROWN WIRE STAPLES t ................................... ((3) FOR 7 (r HEIGHT 0� SMALLER A t FOR HEIGHTS ((a)WATER THAN 7V B ... B • TYPICAL THRESHOLD & MULLION ATTACHMENT MCM PERFORMANCE BUMPER THRESHOLD 1.-Y16- x nr ms, MEIGNT MwIwY) ANGER-Jourm xaN DRY VIM MLAIIDn 111-1? x A-yr WITH I? STOP A I RWAN-AINTTO KIM DRY WOOD SIDE JAMS 1•IN-x A-Wr I? STOP HEIGHT MINIMUM) SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL IIACX BEDDING ATTACHMENT R EDUAW RNGER,JOINTEO xeM DRr WOOD SIDE JAMB t • VA-4 IF 1/r STOP MEIGHTI SOELRE PANEL fA (alnO x rJ L-WOOD TRIM R.AT HEAD Mrx t?MIA) WOOD SCREWS. LOCATE r FROM ATfA04ED WITH ISGAUGE RN NAILS EACH CORNEA AND If ""LONG, LOCATE 14-O.C. r FROM EACH ouTs10E Arm 115E ATo xr CORNER x YLr O.0 FOR MULLION SIDE FOR HORIZONTAL TRW MTADIMEIT AIVO.G FOR VEFTIVAL TRW SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT Stm Wwnork H-." MEGNf UUUW hq - ® UI�() 10 HIGH PERFORMANCE MEx 7AD BUMPER THRESHOLD WOOD SCREWS IiNta'x 7111' STOP Test Data Review CertiIH 2te 1302W7A: LOCATE 3-FROM E1GH(T MINIwM) 130264478: 13026447C and COP/Ten ReOoIt MOT, CwWEM Validation Matrix ►3026447A-opt, DO?-JDW Note LEAF nos r RAT EAOASCREWS 026 A34{7B-0OT, 002, 003; It7026447C-0Ot, OOZ.12 FOR HEADER ATTACHMENT 003 ProviOes additional information - avaita0le Irom the ITSIWH we0site (www.eOSemkD.COm), the Masonite weDsita tww-masonita.COm) or Ina Masorlite lecrtnkmi renter. A.dv d. dT lies Juno 17, 2002 0'--u'amwnmofw00taU-W--smm,.a,PICII L Masonite International Corporation ocu"" wooNQ on" woven to aww rfI d IIom, BACK BEDDING (DOW 995 OR EDUAL) t t l l r I GLASS INSERT IN DOOR OR SIDELITE .PANEL HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/B' SINGLE PANE GLASS 117. 3/4' OR 1' INSULATED GLASS. 16 X 1.1/T PAN HEAD SCREWS LOCATED 13.1/8' MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND 1.9116 t-trr DOOR 1p01 USINGLE o OU�e� PANE GLASS; 400�P Vqa, 1/T. 3/4' OR 1' vo DOUBLE PANE. 2 QQIVJ l�55 �Up 3/4' OR 1' aadap o a0 �0"0 TRIPLE PINSULATEANE GLASS - s�srr 1/11' SINGLE PANE GLASS: 1?. 314' OR 1' DOUBLE PANE: 3/4' OR 1' TRIPLE PANE INSULATED GLASS DOOR 1-7/16' 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service. 11W SINGLE PANE GLASS; 1!1'. 3/4' OR 1' — DOUBLE PANE: 3/4' OR 1' TRIPLE PANE INSULATED GLASS ' lAr SINGLE PANE GLASS: 17. L4' OR 1' 4— DOUBLE PANE: TRIP OR 1' TRIPLE PANE INSULATED GLASS �- — Test Data Review Certificate /3026447A: /30264478: /3 6417C and COP/Test Report validallon Matrix /30264,17A-001. 002. 003: 130264478.001. 002 003:13026447C-001. 002. 003 provides additional• availaole from Ille ITS(WH website (www.easemko.com). the Masonite mm weosite ( information www.masonite.com) or the Masonite lechroal center. PREM. Ck-4.// 1," June 17. 2002 o.. ...... Our cw wWkq oroonm or product Imorw.m.m mein swafk4dwi. M a s o n i t e International Corporation loge em r.od.a dwA m ml m aurq..enwr Mgt.. OX0 1 t l l l a I Unit SINGLE DOOR WITH 2 SIDELITES 6' �2*p . 6'8" UNIT 8'0" UNIT 13-15/16' 17-1/8' MAXIMUM ON CEN`rER TYR t, • 6 pervertical framing member • 11 per horizontal framing member Hinge and strike plates require two 2.1/2" long screws per location. • Width of door unit plus 1/2" • Height of door unit plus 1/4" f f T T T T T t t 1 W---k H•+•v Test Data Review certificate 03026447A: /30264478: 03026447C and COP/Test ReDon Woation --/I M21OX 13026447A-0t)1. 002. 003: /30264478-M. 002. OM; 03026447C-001. 002. 003 provides R� addltlorul Inlorm2tion - avabble from me n'SrwH website (www.edsemkoxom), the Masenite rye website (www.masonite.mm) or me Masonits rectorial center. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSUBHMA 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 1-1/4" and achievement of minimum embedment. The 3116" 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. 0 _� e.er".r..rr rr•.. June 17. 2002 •_i._ o..,,,, o.... owrmenwgmow2morMew Imme—emmain , ftWom Masonite International Corporatlon dnion am oreaa aepa wolea to cur" "own norm X Glazed Outswing Unit FIBERGLASS BERGLASS DOORS APPROVED ARRANGEMENT: trea„Dda rtt;• lip® Test Data Review certificate /3026447A /30264476;I3026447C and COP/Test Report Validation Matrut n M6447A- 001, OM, 003' /30264476-001, 002, 003. /302644k-Ml. 002, 003 O provides additional information - O ;` r available from the rTSAVH websile „ (www.63semko.com), the Maton to website (www.=sonho.com) or the T Note: Masonite tachnical center. s Units of other sizes are covered by this report as long as the panel used does not exceed TO" x 6'8". Single Door Maximum unit she . 3'T x 6 6' Design Pressure +55.0/-55.0 Limited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific budding design and geographic location is determined by ASCE 7-rational, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0011-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed - see MID-WL-MA0001-02. APPROVED DOOR STYLES: 1/4 GLASS: AM 1XIM 00 00 3 00 00 00 no 100 Series 133.135 Series 136 Series $22 Series 1/2 GLASS: WoCy a t y�y 00 0o On o0 I on 105 Series 106. 160 Series' 129 Series' 12 R/L. 23 RIL, 24 R/L 107 Series' 108 Series 304 Seris; Series' -This pass kit may also be used in me following door style: Eyebrow 5-panel with scroll Oak aft Y , . e /4R EK" fae�4tne�s�'�� a.cie.t..wr ,.Don FIBEROLASS ENTRY DOORS H..Semetl �ID'oo'. p �a�Jlaa.Illaal[oll�nn Juwu 17. D02 .,eluw eJ Ourrtontuuug DropOm DI prothre MDm.amem mates aRrinaalnre. Dnpnant)DrDNxt Masonite International Corporation a amp sugecn m Conn wVW roue. X Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: 4. 404 Series 410 Series 109 Series 114,120.122 152 Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number. Ramesh Patel, 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 LABEUNG: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). 1 �� / &at�5 State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Vtwnoc l H. e" rttl/ Test Data Review Certifmate 13026447A; /3026447e;13026447C and COP/lest Report Validation Matrix /3026447A- 001.1102.003;13026447B-001, 002, 003; Ir3026447C-Ml. 002. 003 provides additional information - avafuMe from the ITS/WH website (www.a Is mko.com), the Masonhe websfle (www.mason te.com) of the Masonde te=ICW comer. O akxaff AR K� w°oe-...�° f PIOGROLASS ENTRY DOORS I+—Zm raw b., Doan hnC 17..002 w Oeellt, Deen w v vvv v i v v v v OW radm"orW=nfMdud hMo.MM maws apuftdWo, oedplltiro 01Deun Masonita International Corporation dew scoga to rJRDa wor4w nut". X Unit TYPICAL HINGE ATTACHMENT 4' x 4' BUTT HINGI F (12 GAUGE) SIDE JAMB /� OUTSWING UNITS WITH SINGLE DOOR DOOR PANEL TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD FRAME HEADER V1/4' X 4-9/16' WITH 1/7 STOP HEIGHT MINIMUM) (3) 7 LONG X 12 CROWN WIRE STAPLES TO BE ADDED DURING INSTALLATION SEE MINIMUM INSTALLATION DETAIL TYPICAL THRESHOLD iS SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD SIDE JAMB 1.1/4'X4-9/16' WITH 1/2 STOP HEIGHT MINIMUM) HIGH PERFORMANCE BUMPER THRESHOLD (4.9/16- X 7/8' STOP HEIGHT MINIMUM) (2) #8 X 1.3/4- LONG FLAT HEAD WOOD SCREWS OR (3) 2' LONG X 1/2' CROWN WIRE STAPLES RNGER-JOINTED KILN DRY WOOD SDE JAMB (i-1/4' X 4-SA S' WITH 1/7 STOP HEIGHT MINIMUM) Test Daa Review Certificate $3026447k 3026447B; 03020447C and COP/Test Repon Validation Matrix 13026447A-001. 002. 003;130264478-001, 002, 003;13026447C-001. OOZ 003 provides additional information - available from the ITSIWH webshe (wwwstlSemko.Com), the Masonhe webshe (www.masordle.com) or the Masonfte teChnioat Center. r� ��CC••''�� LJ E.el u.irelr /ro June 17, 2002 Term or.rnr neon owcarawimpr mmmpmaresrroro.ememm kmsocmearwn. Masonite International Corporation *Wgn and woaua dene suolem m Manpe wetwx Mee. BACK BEDDING (DOW 995 OR EOUAL) 1-ona- 1 1 t l l I GLASS INSERT IN DOOR OR SIDELITE PANEL SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND 1/B' SINGLE PANE GLASS; 12% 314' OR 1' — DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS lAr SINGLE PANE GLASS; 12% 3/4' OR 1' DOUBLE PANE; 3W OR 1' TRIPLE PANE INSULATED GLASS HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1Ar SINGLE PANE GLASS 12', 34' OR /' INSULATED GLASS. /6 X 1-12' PAN HEAD SCREWS LOCATED 13-1/11' MAXIMUM FROM CORNERS AND 14.3/4' O.C. MAXIMUM 1.1 n' nnna 1-7/16 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service. 1/8' SINGLE PANE GLASS; 1/2'. 3/4' OR 1' DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS SINGLE PANE GLASS; 1/7, 3/4' OR 1' �— DOUBLE PANE; 3/4' OR 1' I_' TRIPLE PANE INSULATED GLASS "00ca' "I"'+er Test Data Rrhew Certificate 03026447A; 030264478; 13026447C and COP/rest Report validation Matrix /3026e47A-WI.002.003; 03026447E-Wl. 002, OM; /3026447C-ODl, 002• OM prohdes a0ditiaul irdonnation - avaft* trom the nSIWH websfe (www.Wwmko.com), the Masonits �® webshe (www.ntasoNlesom) or the Masonhe technical tamer, e.ei„r�.dt t.•m June 17. 2D02 Car anumoovwmoforoouaunpf0YAC1an""Sf°rcrocat1m Masonite International Corporation design am m4a d" sageo to amw wanwa nonce. x Unit SINGLE DOOR 6' TYR 7 1 s• TYR 6'8' UNIT 8'8" UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYR • 6 per vertical framing member • 2 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. • Width of door unit plus 12" • Height of door unit plus 1/4" wa•+-ck "bY Test Data Review Certifiate /3D26447A; 030264478; /3026447C and COPfrest Report validation Mat=: /3026447A-001, 002, DD3: /3026447B-001. D02. 003:1d026447C-001, 002, OM provides �addroaul information - available from the tTSWH website (www.e0semko.com). toe Masonim m websb (www.masonim.com) or the Masorule ladmial cemer. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3146, 3166, 3241•, 3246, 3261• or 3266 Compliance requires that 8" GRADE 1 (ANSIBHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. 'Based on required Design Pressure — see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include 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. �i��/�lualraly /.L�YIIIn��F�leo/so" • Ir•mi•m p••Iltr D•o�, June Masonite Internat;onal Corporation Ourrcpplraurg =DQam at prpp,i kaprprwem matcs soedlraDm, p design and prop,= Dena audio m oonpe .2nout rouse. S h4,�Z - lei "&fit Ca Weathermaster Building Products, Inc. Office: (407) 324-2080 Fax: (407) 324-9206 Of LABEL DRAWING # OR TYPE USED WITH PRODUCT # 1 Legend of contents 2 GAII Installation 1450 Flange SH 1450/1550 3 GA 2/2A/26 Installation 1450/1650 Flange PW 1450/1650 4 GA 3 Installation 1100 Fin SH 1100/1900/1970 5 GA 3/A Cont Head & Sill Fin Mull 1900/1100/1970 1100/1900/1970 6 GA 4 Installation 1100 Fin PW 1100 7 GA 5/5A Installation 1450 PW Flange Designer PW 1450/1550/1570/1650 8 GA 6 Installation 1100 PW Fin Designer PW 1100/1900/1970 9 GA 7 Installation 1480 Flange HR 1480/1580/1590 10 GA 7/A Installation 1580/1590 Flange 3-Lite Slider 1580/1590 11 GAB Installation 1180 Fin HR 1180/1980/1990 12 GA 8/A Installation 1980 Fin 3-lite slider 1980/1990 13 GA 9 GEN 0024 Block Inst. SLIDING GLASS DOOR 420/430/440 14 GA 10 GEN 0028 Wood Inst. SLIDING GLASS DOOR 420/430/440 15 GA 10/A GEN 0027 2x in Block SLIDING GLASS DOOR 420/430/440 16 GA 11 GEN 0450 Fin Vert Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1 x4 FI.q Hz SH 1445 18 GA 12/A Mull Bar Load Chart 1 x4 Fin Vert SH 1445 19 GA 13 Mull Bar Load Chart 1 x4 Fig Vert SH 1445 20 GA 14 Mull Bar Load Chart 1 x4 Fig Vert PW 1445 211 GA 14/A Mull Bar Load Chart 1 x4 Fin Vert PW 1445 22 GA 15 Mull Clip 1x4 >6' Fin Vert Mull Clip 1445 23 GA 18 Mull Clip GEN 0453 Fin HZ Mull Clip 1447 24 GA 19 Mull Bar Load Chart 1 x4 w/ lip Fin HZ SH 1447 25 GA 20 Mull Clip GEN 0457 Fin Vert Mull Clip 1448 26 GA 21 Mull Bar Load Chart 1 x2.5 Fin Vert SH 1448 27 GA 22 Mull Bar Load Chart 1 x2.5 Fin Vert PW 1442 28 GA 23 Mull Bar Load Chart 1 x2.5 Fig Vert SH 1442 29 GA 24 Mull Bar Load Chart 1 x2.5 Fig Vert PW 1442 30 GA 25 Mull Clip GEN 0454 Fig Vert Mull Clip 1442 31 GA 26 Mull Clip GEN 0459 Fig Vert Sill Clip 1442 32 GA 28 Mull Clip GEN 0456 Fig HZ Mull Clip 1445 33 GA 29 Mull Cli GEN 0452 (>6') Fiq Vert Mull Clip 1445 34 GA 30 Installation FEB HEB Fig SH 1450/1550/1570 FE + HE 1450/1550/1570 35 GA 31 Installation FEB HEB Fin SH 1100/1900/1970 FE + HE 1100/1900/1970 Weathermaster Building Products, Inc. 227 Power Court Sanford, FL 32771 407-324-2080 407-324-0503 Fax 2004 Florida Statewide Product Approval Numbers For General Aluminum Products These numbers are posted on www.floridabuildinp.org under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders ONE BY w000 - BUOC BY OTHER CAULK BETWEEN WINDOW FLANGE It WOOD BUCK PERNETER BY OTHER THHER NFJOfFJ2 p EXTERIOR SILL POt0K1ER BY OTHER SHIN AS REOV ONE BY WooD (SEE NOTES) BUCx BY OTHER BUOC WIDTH 1 t 4' 0T NSTALIATION ANOIOL FL/INfE TYPE FRAME SHOT AS REOD. t:AUUI BE7IWD1 MOOD BNR]C t i� (SEE NOTES) YASCHHRY OPDOIO Q a BY OTHERS INSTALLATION Q Q fNIT ANCHOR VFRI EIEA CAW( a BY OTHERS CAIAIf BETWEEN CA BUCK WINDOW WIDTH WLSORNY OppCNO BY OTHERS EXTERIOR BUCK PRE CAST ;.. BY OTHERS CJ1tFUN BETMm1 WI11DOW FIANGi t PIQ CAST SU VAIN VIAJON • 116 ADHESIVE CAIUI OR SECTION 1 APPROVED EQUAL GENERAL NOTES: 1) SHIM AS REOD. AT EACH INSTALLATION ANCHOR METH LOAD BEARING SHIM. MAX ALLOWABLE SHIM STACK TO BE 1/4- 2 MKNDOW FRAME MATERIAL; ALLEY BOB] 7 CAULK FRAME MATERIAL FLANGE AT HEAD AND MUST BE ATTACHED TO THE SUBSTRATE AETN YJLXEM 115 VE CAUIK OR APPROVED EQUAL 4) APPLICATION OF VULgM 118 ADHESIVE CAIAX AT FRAME SILL MUST COMPLY MATH SEALANT MANUFACTEREIYS RECOMMENDATION 5) CAULK FCR PERIMETER SEAL AROUND EXTERIOR OF YNNDOW FLANGE B) GLASS TNNXNESS MAY VARY PER THE REOLAREMDNTS OF ASTM E1300 MASS 04MT SINCE CLASS IS SHOWN, INSULATING CLASS IS ALSO OUALAED. CAULK BETWEEN WHDOW FLANG! W000 B% SECTION 2 1 -..WJ ELEVATION VIEWED FROM EXTERIOR '. -4—L yr i = r f O R IOC'. 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C eh -4/ -n -79 -n AC ►Aw 204" 30 IA .84 BA -40 -40 -n -n AC FAw 2tr44e 10A ,1f6 BA -40 -40 -76 -n AO /Aw 3w 30 1/2 1 Q -40 -40 -n -n AC ►.wU 2m/ iD 1A ■ n -40 -40 -71 -7I A.0 rA U _ - - AC /Aw a a x s -0 -0 -a -0 AC rAIU m 311 i 7A -40 -40 -e7 -97 AO /Aw 24 A x DD DA -40 -40 -67 -57 Ac ►.Cw a" 27 x 54 6A -40 -40 -0-® Ac raw 2N0 n x w 6A -40 -40 -m -Os A,C ►Aw m A 2 u -40 -40 -67 _I wo IA w m i7 R n -40 -40 -a -62 A.0 IA U -0 -m AC ►.0lu 4S 42 x s -N -4e -4e -4e AC rwU 47a q x sa 2A -40 -40 -40 -40 AC rA u 4mD 42 11 60 5/0 -a -40 -40 -40 AC pO U 42404 42446 42 x N e/6 42 It s0 $A -40 -40 -40 -40 -40-40 -40 -40 Ale AC IAw 4n3 42 x O -40 -40 -40 -40 AC ►Aw 4m 4.. n -.0 -.0 -.0 -40 AC IANI -40 AO FAw 4m 4 x s -N -4e - - AC F.G)U 4m 4e x M 3/0-40 -•O - - AC rAw 4m...0111 -40 -40 - - AC rwU 4N444 46 IT 04 sA -p -p - - Ac IAw 4644s 46 x as IRA -40 -4D - - AC r.0w 46eT ■ ei AC FAIU 44.0 AA FARI a m 1/W . s -4eU-�410- - AC ►Aw 32 O IA ■ 2e 1N -40- - AC IAw34 62 IA ■ eD 6A -40- - AO /,Gill 2H4 D ,A ■ a, 6A -40- - AC FAw2Ne O ,A It MOh '•D- - /A ua62 IA 1 V -40-- - is 0 'A ItAC ►Aw gm 1) TIME AW4 Alf FOf1K AM 111MI.E eTNXINIVAL anal t 06 1`10M 0 r-A-T1f At1ALYM 6 HAK W7 ®�IO&1WM BY WILLIS FQO WUV= PO6Oe1MQ 1D1110 11M SIR NWW �TIM 1m PMMMI) IT a 199 1F WPMW NL M MM UNUM ru t U61m TO 4" 17 0K TO 1MTO1 TNT P9113MM Cr •0 3pir CIA TV 04 �� OF SUF Ralf I�DI M 10� MIN I/-1 O�� aWID INAM1Mil AT LOGTOf SHIN N ON aAWE >Q O.M7170 FOR TRY 10 LIIOOt IAOTTIDO 4 IF OGCT rOOW e ■ MT I*= N AM1011 OUxT, UK AIIDM OUMTRY USTO fm NCR LA� am AWII IE AIFwmw 0001 FFMM am YUI.108 B YOOSEF LAVY, P.E. r, may,, xIC. CONSULTING ENGINEER! � a t1� et• of ■ 1�•ra e■ 61to•erl. W »al am rep= Ue1C am / 111e ASSEMBLY CRAWN0 OAUA3 IDGs M43 I Ft r WM 1460/16e0AM 6N U 11UO MWIF AR P N/A INSTALLATION ANOIOR— ONE BY MOOD BUOL By OVER - CAULK BE ILEN WINDOW - FLq= t WOW BOOM G PERIMETER CAULK BY oTNFA / �J EXTERIOR N 7 Ai SILL PERIMETER BY OTHER CAWM EIET9EIIJ BUCK NDTIf— MOOD N10f t MASONRY OPENING SmM AS REOTJ. BY GTHM (SEE NOTES) Q FLANGE TYPE w FRAME JAMS Q T GLAZING (711P. / SEE NOTES)-/ PE)TtYEIEN BY OTHERS 5 AS REQ'D 1104" WIDTH — (gE ►aTEs) EXTERIOR vo ate. MARIiEL Su stow PRE CAST 9LLd BY OTHERS BY OTHERS .. cAux BEIWEDI MDDOW FLINOE . •t PRE CASE SILL WITH 1001 KEM 11e ADHESIVE CLIMAX OR SECTION 1 APPROVED EQUAL Li?EJIAL MOTES 1) SHIM SEACH U10( TO BALL% T•ION ANCHOR NTH EGAD BEARING SHIM. MAIM ! 3) WOW FRAEE'MATUM ALLOY e0e1 GULK BEHIND WINDOW RANGE AT HEAD AND .IAMM SILL MUST BE Amato TO THE SUEff ATE NTH WLKEM 11e ACHUM CAUIJR OR APPROVED EQUAL 4) APPLICATION V�Ile TN EVE WIIK AT FRAME OIL MUST COMPLY NTN SEALANT e CAULK PERIMETER SEAL AMM —loom Or WINDOW RAND 0 MASS TN000ESS MAY VARY PER DE REQUIREMENTS Or ASTM E13DO GLASS CHART. T THE ABOVE ARE P031M t MMATIVE STI4PMRAL DES101 ROAD FROM •COM PARAMW ANALYSIS t NAVE NOT BEEN CAPPED BY M ML73 OF WATER PERFOOINICE TLRINO, 104EfR RE WATER RESISTANCE TEST REQUIREMENT Or 13 ■ OF OESION LOAD APRIE$ POSITIVE OES!" LOAD APPLIES POSITIVE OESION LOADS ILL K WEED TO 40.0 PS e) ININSTALLLLA� OF F FRAME WTEST PKESSUn OF� N QQMCRCRM HIM ON WSW" OPENOW USE 3/10• DIX TAPOOI ANOM OF WIFNLRT LENGTH TO PROVIDE WIL 1 1/4• DOMMMDR INTO SUBSTRATE AT LOCATIONS MOM ON CHART. G) SEE ELEVATION FOR HEY TO TAP001 LOCATIOq. 10 F 10=7 WIDOW D NOT LIMM N ANO" CHART. USE ANCHOR OJAHOTY LISTED MEN TEXT LARGER SINL FOR THE APPROPRIATE OEM PRESSURE RE & . ONE BY WOW am BY OTHER MCI Q a INSTALLATION ANCHOR CAULK9ETVMM (I B Ctt MASONRY OPDOMO BY OTHERS CAULK KnwxN NNOow FLANGE 0100D fIUOI SECTION 2 TNNDOW WIDTH. 1 —a- ELEVATION MEOWED FROM EXTERIOR .i - S E F L FIM2 No.42371 j P • W 'r 0 STATE OF rFFi P Fl O R IDS' p ,,Sir FM ;,0 NA L , ` G.A. 2 WHOPON OJ$mm DESMOM - 0®ON TAPOON ANOTOR LOCATION SIZE (INCHES) PA7 PRESM LOCATIONS CAPAOTY N P3 CAPAOPf N PSF I2 x iw to -137 1a -102 AB FAW 12 X 24 w -a 1w -1w Ili ►AW If X a 14 -1. Iw -1. Aw rAkv 12 x >t -In M I2xa n -411 IA YAW 12 x w 07 -07 - - Am FAW 12 x 72 w -w As FAW tt x 12 to -io ISO -Iw Ac ►AW 10 x 24 a -N to -ta Ac I.W x a -w 1D-t22A0 FMI/ 1x Uw 1 10 x N 40 -40 to -lo A0 F.4W 10 It 00 40 -q - - Ac FAPJ 10 x 72 40 -40 AC /AW 14 1 /4 a -a is -135 Ac F.ONJ 249 24 m -53 la -120 Ac FAW 24 R a 44 -M Iw -tw AC FA U 24 [ s 40 -40 n -97 AC /.IIJU 'N 1 N 40 -40 a -a Ac EAW 24 1 w 40 -40 - - AO rAW N [ 72 40 -40 A.O FA/U 22 110 47 -47 1w -Ia Ac MAW n [ N U -41 a -a AC rA W s w a 40 -40 n -01 AC 1 30 n 1N 0 --40 so-40 A FAW s / w 40 -q -_ - Ae tU ru = 1 72 40 -.wA0 MAW 30114 41 -41 In -114 AC FAW s 1 24 40 -40 D -07 A.0 FARJ 31 / a 40 -40 73 -73 AC ►AW X w a 40 -40 a -a Ac rAW s R N 40 -40 40 -40 AC YAW 36 1 w 40 -q - - A0 FAJU i [ 72 40 -40 AC MA W N R t0 40 -.40 to -no AC FAW 4e [ 24 40 -40 a -w AO I.WU I120 40 -40 D -w AC F, u 40 1 20 -40 48 40 1 N 440 0 - 0 q -40 Ac ►AMU a2w q �o - - AC 'YAW 40172 40 -40 - AC FANJ a R 10 40 -40 104 -104 AC IANJ 00 w N 40 -q a -a AEC ►AW 0o 1 a 40 -40 4400 -q AA 00 / w 40 -40 q -q Ao I,OJU w w N 40 -q 40 -40 Ac FAW 0 [ w q -40 - - AA rAW 72110 40 -40 101 -tm Ac ►AW 72 1 N 40 -N et -01 Ac FAJU 72 2 a 40 -40 40 -40 Ac FAYJ 72 1 w —40 FAIU TERN 0 0 -0 AAC PAN 72 R w q -q - - AC ►AW N 114 - - w -w/ AC ►AW a 1 N - - 40 -a AA rAW M [ a N [ >t - - MI 400 -40 40 IAlu YAW _ _ 4 -q Ao FA U u w 1204 - - a -a Ac ►.aJu a x 24 - - N -N Ad: I.OJU M x a -40 AO FLOW .w.: s - b -- 0 ABFAM C ►AJU VIA doe OMO �7{'7f�jj.�'v .._ y� f� L YOOSEF LAVY, P.E. CONSULTING ENGINEER 20w "mwt IA10L lull / to wlt01Nwl•ORiI aw•rAb Biff•00110 7Jtt ASSEMBLY ORAM043 oAUA11 NOW M43 4 0 F.' wm 14W m /ICtum WOW AR P I N/A — m INSTALLATION ANCHOR CAULK BETYEEH ONE BY WOOD BUCK BY 07HER WOOD BUCK @ MASONRY OPENING �( BY OTHERS W F CAU K BETWEEN WINDOW FLANGE !k WOOD BUCK Q Q TABLE 1 v a C PE � BY HER 1450 NERD INSTALLATION, ANCHOR SHIM AS REO'0 (SEE NOTES)— Q CAUL( BETWEEN --� W000 BUG" Q EXTERIOR OPENING ar OTHERS SHIM AS REWO 1459 SILL II (SEE NOTES) PERIMETER CAULK BY OTHER a J TSEM ABLE CAW" BETWEEN WINDOW 0 FLANGE R WOOD BUG( ONE BY WOOD BUCK BY OTHER CAW( BETWEEN WOOD 13= k INSTALLATION ANCHOR MASONRY OPENING BY OTHERS SECTION 1 24 GENERAL NOTES: 1) SLAM AS REQUIRED FOR LEVELING. 2) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 5083. 3) CAULK BEHIND WINDOW FIN AT HEAD, SRN, k JAMBS. 4) CAULK .FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 51 DESIGN PRESSURES SHOWN ARE BASED ON MULLION CAPACITY ONLY. DESIGN PRESSUktt. rum U.na. 1tutAntSs MUST BE DETERMINED PER ASTM-E1300 CLASS CHART AND THE SMALLER VALUE MUST BE USED FOR DESIGN. 6) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15% OF DESIGN LOAD APPLIES. POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF, DUE TO WATER TEST PRESSURE OF 6.0 PSI' ACHIEVED IN TEST. 7) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING USE 4*0 TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MINIMUM 11' EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. B) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR OUANTITY LISTED WITH NEXT LARGER 9ZE ONE BY WOOD ONE BY WOOD BUG" BY OTHER BULK BY OTHER SHIM AS REO*0 (SEE NOTES) — 1458 JAMB 1458 JAMB — -3036 BULB VINYL SEAL — 3035 METAL GLAZING BEAD - CAULK BETWEEN WINDOW FLANGE k WOOD BUG( I CAULK PERWEIER CAULK BY OTHER EXIE6LQB SECTION 2 GA 2A 001PARAnW ANALYSIS • ANOCR CHART FOR O]14AAL K AMM EMU 1330/1&10/1070 rICTLK WIDOW NIA '� 4u4o 4u7s 1� MA4m 1MU 07 A face MAM V a1130 tnf vw- ... v�..u� '... �.N ... rNm o a RAW IwaM O®IOIT A[aam N RIM[ 1-T IMMtM nacmw W D{ F MW IOW DCOM PKSRW CAPACITY M DOXW PREMM WA= M DOOM iRIMfQ CWAOn M AT EACH 1[AN su AAAe AT EACH NPAO to ARAM m k 30 -70 201.0 2D140 - -a3 -53 0 m[ fo - _47 p m k 73 - - -80 a a 7 1 a 30 [ 30 -51 - - 7 1 a 1 1 1 3D [ 40- -57 - ! ! a 3 ! f 30 [ t0 - - -55 1 1 1 a 2 3 LMSTALLATION 30■ 73 - - -N 7 7 3 f a 3 7 k ]0 s ■ w - -41 ANCHOR 30 1 N - -41 36111 - -40 >• l p - 3 0 >t k 13 - - -w 1 ! 7 7 w k 30 - -37 - 1 : 7 : 1 7 CAULK BETWEEN WOOD BUCK & MASONRY OPENING BY OTHERS w[ w w[ 4t w [ sD 40- k 10 - - - -U - - - -40 I a I : a : 1 11 7 7 7 ! 1 1 7 : ] 7 t 7 40■ 30 -w : 7 3 7 : N k 30 44140 N O N - - -3t 7 7 ! 3 3 3 M l 30 - - -77 1 I a 3 3 3 N[ so - - -N 1 1 a ! 7 3 N■ 73 -40 1 1 7 1 1 4 N k ]0 N1a - - -u t 7 1 1 3 1 N O N 3 3 N[ 30 - - -04 a a 7 3 7 7 N s o* - - -N ! 1 1 7 7 3 N[ 73 -w / 1 1 1 a 4 t0 [ 30 - - -51 1 7 ! 3 3 I f0a w - - -N ! 1 1 3 3 1 w 1 N wa w - - -M 7 7 1 3 3 1 t0 1 t0 - - -40 3 1 7 3 3 3 w 1 73 -40 ! ! 7 ] 3 4 71110 - - -M 1 3 ! 3 3 3 73140 t ! ♦ 1 7 73 f 40- - -w 7 t 7 1 1 t 77 [ a0 - - -w 3 3 7 1 1 3 13 [ f0 - - -w 1 3 1 4 4 3 Single Glaze S E F L NtNNN IA i No. 42371 i YLA JOB 104-242 A * w P YOOSEF LAM. P.E. i a STATE OF w CONSULTING ENGINEER i .c P ,: 2 . n50 ra= LAN¢- / Toe SIAR A ' • , . ��'X [ p R TO 3rf DALLA& TVW 75243 r.(714)340-M 8 �� frtoa N` (714),T4o-oo4o FLOMOA LICENSE L E A O 42371 Nn t. Ow tl• diiA a iMNt • ra r n1w • hIR a n311 ASSEMBLY DRAWING s011Es IM/1650/1670 Pr JB 1L 1 "N/A m[ r. T Ii/05/04 B 1350AM INSTALLATION ANCHDR- ONE BY wow BUCK BY OTHER - CAW( BETWEEN WINDOW - FLANOE a WOOD BUCK 4 PERIMETER CAULK BY OTHER 1450 HEAD J EXTERIOR 1-459 SILL - PERIMETER CAULK BY OTHER a CAULK BETWEEN WINDOW - FLANGE & W000 BUCK ONE BY WOOD — BUCK BY OTHER INSTALLATION ANCHOR - GENERAL NOTES: 1) SHIM AS REQUIRED FOR LEVELING. ELEVATION 2) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6065. VIEWED FROM EXTERIOR 3) CAULK BEHIND WINDOW FIN AT HEAD, SILL, h JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) DESIGN PRESSURES SHOWN ARE BASED ON MUWON CAPACITY ONLY. DESIGN PRESSURES FOR CLASS THICKNESS MUST BE DETERMINED PER ASTM—E1300 CLASS CHART AND THE SMALLER VALUE MUST BE USED FOR DESIGN. 6) WHERE WATER RESISTANCE TEST REQUIREMENT OF ISX OF DESIGN LOAD APPLIES, POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF, DUE TO WATER TEST PRESSURE OF 6.0 PSF ACHEVED IN TEST. 7) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING USE &'W TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MINIMUM 1J' EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. CAULK BETWEEN WOOD BUCK H2 MASONRY OPENING Wy BY OTHERS ONE BBYOTHER !� I BDUCK8BYW�R SUCH SEE 4 TABLE �-1 S0M AS REO•D v (sEE NOIEs)� Q — 141 . 145E JAMB — r_ INSTALLATIONJ �3o3e evle wNn sEAL� ANCHOR 3035 METAL fiAZINO BEAD SHIM AS REOb (SEE NOTES) CAULK BETWEEN WIDOW FLANGE a WOW BUCK CAULK BETWEEN WOOD BUCK R PERMETER CAULK PERIMETER CAULX MASONRY OPENING BY OTHER BY OTHER BY OTHERS EXTERIOR SHIM AS REO'D SECTION 2 (SEE NOTES) j 4 SEE TADLE `CAULX BETWEEN J Wow BUD; Q MASONRY OPENING BY OTHERS SECTION 1 24' L M 9 HEICTH CA 2B 0011PARATIVE NULYS S • MCHM CHART FOR WERAL A4AOOM SERIES 1350/15W/1070 FICTLM Umm 4 w p www A or a" 41AA[ in4. OAIY 1Ar141M ��.. 44WpYrIA 4AWO4�I AI r�rr o® �.:.aIMAM 000n 440M/ NIKKI MMM FWMAW CMAOR M OCOM rKnM CAnnAOTY VM DC001 rREMA[ CWAC TY M aj AT EAW KW J4 AT LAMIn MA •", < W■ 30 -W - - 2 a 1 a 7 20 R N -40 - - 2 A 2 ! 2 ! to[ w -47 - - 1! f 2 2 ! W I W -45 - - i 7 } 2 1 i N7 W A AD- W[ 73 - -07 -42 - - 1 S 2 2 2 2 1 2 3 2 2 3 30 x 30 -70 - - 7 7 i 2 2 2 A R 40 1 2 2 2 2 1 2 1 1 2 301 W -43 - - S ! i 1 2 2 r___�'TALLAION b R W 2 2 2 a 30 x 73 -05 a 2 3 2 a 5 ARCMCK >r I w - -SS - 7 ! 1 2 2 3 T I W - -]3 - ! ! 2 S 1 3 38 [ so- -N - 7 7 2 2 i 7 v 30 x 73 - —a4 ! 1 3 2 2 CAULK BETY41H N x30 -37 - - f 2 ! i 2 2 WOOD BUCK a MASONRY OPENING BY OTHERS w x 40 w x 40x sow 40I so- - - 51 --40 -41 4 - 2 } ! } 2 2 3 x 2 3 w 1 73 -52 N30 NxN 2 1 2 7 N x 40 - -47 - 7 } 2 2 7 I M R 50 - -U - i 2 2 S I 7 N[ W - - - 4 } 2 3 3 3 4 N R 73 1 -31 2 2 3 2 } 1 0 - -01 - ! 7 2 a 1 2 N - -51 - } 7 } 3 3 a N22W - -4} - } i t 773 - - -4Ii7] -W f 73 a 330 - -U - 7 2 7 a a 1 w - -q - I32w JOD73 - - -R 3 3 i 4 • 3 30 - - -W 3a 1 4 4 3 W - - -53 1 2 1 4 4 4 73 -U 2 2 a 3 a5 30 - - -b 7 3 1140 - - -]021 1 3 W - - -90 3 3 2 ] 7 3 W 3 1 3 ! 7 ,`,�•,\54414}1jf 112r haul DLeC S E F ( 4 i No. 42371 ; YLA JOB /04-242 a % YOOSEF LAM, P.E. i p •. % ATE OF CONSULTING ENGINEER 5r /} •..(0it 9= FOREST LARL SLATE 11ne DADA% TOtAS 7u43 r,it,� T. (214),340-Mt R(214),S40-(X O NA L � ` 1f1442% FLORIDA LICENSE 042371 %%%" 1WIt40r M•d04E mm ASSEMBLY DRAWING SOMM 1350/1050/1070 PI JB YL N/A T OO Dw7[ 4[ MYMAOI 0E/TO/04 B 1350AM 2 X WOOD BY OTIO M CAULK BETWEEN FIN TYPE WINDOW FIN & WINDOW FRAY 11 SHEATHING JAMB SHEATHING CAULK TING BETWEEN FM rwBYOTHERS . BY OTHER sHEAnI' NT 1' YIN I A INSTA ANCHOR nC4 I F EMBEDME1rT \ SHEATHING NST.WEnON WINDOW F---- EXTERIOR L—PERIMETER CAULX FIN TIDE BY OTHER WINDOW FRAME HEADER WINDOW �= H. WINDOW HEIGHT Fx RI,'� y� FIN rn FRAl1E =L= 24' O.C. / EQUALLY SPACE WINDOW HET. ANCHORS (TYP.) PERIMETER CAULK BY OTHER 510M IF REDb / INSTALATION ANCHOR CAULK BETWEEN / WINDOW FIN & SHEATNG ,,�V►4IIII II �� s E F L IIIII e' MAX(TYP) SHEATHING BY OTHER 11 MIN. � EMBEDMENT 1 SECTION 1 No.42271 9 * ELEVATION ,0 • STATE OF = VIEWED FROM EXTERIOR 'Its II "IONAL G.A. 3 COMPARATIVE ANALYSIS do TAPCON ANCHORCHART WINDOW • OESICII PRISM M0.1 j E SO1O UM OF .090 OIANAL SIZE INCHES CAPAC)Y N PSF REOIL N nM RE01. N nM 10 k 30 toe lot2 2 2 2 2 3 If ■ 40 e3 e3 2 2 3 2 2 3 le . 00 e3 e3 ! 2 ] 2 2 ] to k so 30 50 : 2 3 2 2 3 20.30 o N 2 2 2 2 2 3 20 . 40 73 73 2 2 3 2 1 4 20 . e0 e9 09 2 2 3 2 2 4 20 k e0 4e 4e 2 2 3 2 2 4 20 x 30 37 07 2 2 2 2 ! 2 2e . 40 52 32 2 2 3 2 2 3 2e . 80 4I 4e 2 2 3 2 2 4 2e .60 40 40 2 2 31 2 1 2 4 30 . 30 52 02 2 2 ! 2 2 2 30 k 40 49 49 2 2 3 2 2 3 30 k 00 43 43 2 2 3 2 2 4 30 . e0 40 40 2 2 ] 2 2 4 3e . 30 41 41 3 3 2 2 2 2 3e . 40 40 40 3 2 3 3 3 ] 3e . 00 40 40 3 3 3 3 3 4 3e ■ e0 40 1 40 7 1 3 3 3 3 1 e 40.30 40 40 3 3 2 3 3 2 40 . 40 40 40 3 3 3 3 3 3 40 . e0 40 40 3 3 3 3 3 4 40.0040 40 3 3 3 1 3 3 S 03 k 72 40 40 3 J ♦ 1 4 4 7 GENERAL NOTES 1) SHIM IF REQUIRED FOR LEVELING. 2) WINDOW FRAME MATERIAL ALLOY e0e3 3) CAULK DOM WINDOW FN AT HEAD .SILL R JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE 3) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHART. SINGLE GLAZING IS SHOWN. INSULATING GLASS IS ALSO OIJAUFED 0) 11HRRE WATER RESISTANCE TEST REQUIREMENT OF lOR OF DESCH LOAD APPLIES. P097K CMGH LOADS MARL BE LIMITED TO 40.0 PSF DUE TO WATER TEST PRFSSM OF e.0 PSF ACHIEVED N TEST. 7) INSTALI.ATIOH: FIN FlIAME WIDOW N MOOD FRAME MEMO II IT TWO BY MD00 STUDS USHO .000 NOl CIA. NALB 04 #11 SCREV OF WITICEKT LDIOTH TD PROVIDE MIN.1' EMBEOLENT NM SURSRRATL e) F EXACT WIDOW SIZE IS NOT LISTED N ANCHOR CHART . USE ANCHOR OIANTITY LISTED TATH NEXT LARGER SRE. IRA YOOSEF IAVY, P.E.P �j CONSULTNO ENGINEER Im9 Mmm um sum / IOI Imt I.O%* 9L. Qrdk% I2 I= •►A 1x III9J2.O4 G 7691 OAIEAI WXXI M43 ASSEMBLY DRAWING SLR6 1100/19CO/1970 SHOLE IEOIG IMOOW 2t4 ^ k14 ORM. AR C IP N/A AUfff TEWU DAIS 12/11/03 p NUMBER OK NUMBER ORsTALATION 1100 SHEATHING CAULK BETWEDI FIN BY OTHER « 9,IEATINC �I' MIN WSTALATION III V II EMBEDMENT ANCHOR I PERIMETER CAULK BY OTHER FIN TIPE VANDOW FRAME HEADER (LAZING (SEE NOTES) 7 I WINDOW HEIGHT ):i�13 I CAULK BETWEEN �1�FRSATTHING �. EMBEDMENT SHEATHING BY OTHERS WINDOW MIGHT —V `INSTALATION ANCHOR f.XTERI PERIMETER CAULK BY OTHER SECTION-2 I WIDTH. MAXD.C. ' I A(D.C. PERIMETER CAULK 2 EOUAl1Y INDANCHORS BY OTOTHERWOW Z CIHACE HEIM OR SHIM IF REO D I ( I ) INSTALATION ANCHOR EMBEDMENT � CAULK BETWEEN BETWEEN 1' MIN. WINDOW FIN R SHEATDTO SFCTION 1 tTT = 1) THE ABOVE ARE POSITIVE t IEQATIVE STRUCTURAL DU M LOADS FRCP CCYPARAI W ANALYSIS AND HAVE NOT BUN CAPPED BY RESUTJS OF WATER PERFURNANCE TESONO. *M WATF7t RESISTANCE TEST REAlIOEIT OF IS:OP DESIGN LOAD AP %.po1�%,O[0.700 �1 OL N LIMITED TO 40.0D PSF DU[ TO WATER T. 2) MASS TNCKTIM MAY VARY Pflt REYXTEI M13 OF AMU E13W GLASS CHARTS, 7) NSTALLAItoN ETN FRAIL MNDON N 11001) FRAME WIDOW MTH TWO BY =CD - STUDS USING B So" OF SUITI NT LEOI M TO FRQIOE MVL1' OJI)MMERT NTO S\IESTR/ OR (Lon N CUl MASS 1) i EXACT MIMDOM SZE IS NOT LISTED N .ANCHCR CHART, USE QUANTITY LISTED WnN NEXT LARDER SIZE S) SHIM IF REQUIRED FOR LE%WNIL e) MNDOW FIIAUE MAIERAL. MIAO M ALIDY M001 7) CAuLX DOMD MOM FIT AT W.M. SILL • JA61M e) CAM FOR PO1Mt[TER SEAL AMIND Ex1ERWR OF M/OOW FL.AMM 1 ---*—J e' MAX. ELEVATION VIEWED FROM EXTERIOR B' MAX. (TYP) =� ,EF L,/Q�y Ill No. 42371 • p W i C� •• STATE OF W I 14.f DNA. G.A. 4 -WMPARATIVE ANALYSIS & TAF'CON ANCHOR LOCATION CHART WINDOW 6c OL o CLASS oESNi! CLASS OF fe W&V �o D ( INCITES N'L IaPAQ1Y N PSF CAPACITY N PSF RiTS1118D N FRAME N FRAME. a 14 4 -40 N -N m 14 O x 0 I0 -4 e7 -a 1 ■ t 1 ! / O10 4 -10 O -eT: f ! 1 7 l e a l a 4 -40 A ! 7 a 14 4 -4 N -N f ! t 7 ! 1 a l w 40 -•D e! -03 1 ! ! ! ] a! tb 4 -/0 N -e0 f 7 7 ! r alp 4 -4 4 -10 t ! 7 7 7 1 s l a -n 1 7 7 1 { a x 4 a -♦D l7 -■7 t t f r1I OD 4 -4 M -4 1 ! t 1 1 a I e0 4 -4 4 4 t 1 7 • • • 4011,0 I a 10 -40 N -N ! ! t 4I4 40 -40 m -0 1 ! 1 •014 4 -40 4 -•e 7 IT t 1 { 4 I a 4 -4 •• -1• t 1 7 ♦ 1 1 4! eo 4 -♦0 4 -10 t 1 1 / • / 4 1 a 4 -4 TO -03 t t t ♦ 1 7 w l 4 4 4 -4 1 7 ! • • t w I N 4 _40 -4 4 -4 t ! : 4[O 4 -4 4 -4 1 ! 7 'A 4 -4 4 -4 7 f 7 14 • 10 I a 4 -4000 -K 1 ! ! 1 1 1 p .. a -4 N -•1 t t 7 • 1 ! p x w 4 -4 4 -4 t 1 1 p x 0 4 -40 4 -4 t t ! p I O 4 -4010 -1D t 1 t • • • O l a 4 -40 40 -4 1 1 1 ■ 1 1 O I 40 4 -10 4 -4 7 7 ! • • 7 p! a 4 -40 4 -10 1 t t 1 ■ OIO 4 -0 4 -4 t ! 7 • e 1 so f a 4 -40 4 -•D t / t 0 e ■ 70 I a 4 -4 4 -1t ! : ! 7 7 r 70 [ 4 4 -4 4 -4 t t 1 7 7 7 0 [ •/ ... 4 -4 4 -•D 1 t 7 7 7 70 x 0 4 -4 4 -40 1 1 7 7 7 1 Ala 4 -4 4 -4 t It 7 7 7 1 1 71 4 -40 f ! t / / 1 n[ 4 q -4 4 -:401 r 7 • • t n x •/ 4 -40 4 -4 t : 1 t e • 72 1 0D 4 -4 4 -4 72 x w 4 -10 4 -40 t [ 1 / / 1 pxa - - 4 -4 t ! 1 / • 7 pRp _ _ 4 -4 ! t t 7 7 O x 4 - - 4 -4 1 IT 1 e • 1 toxso - - 4 -4 1 t t e e 1 N l a - - 4 -♦C 1 t ! 7 7 f p[4 - - 4 -4 f ■ t ■ / r TO14 - - 4 -4 t 1 r 1 1 so l e _ _ 4 -4 ! to 1 1 Nla - - 4 -K 1 t r 7 7 1 N 14 - - 4 -40 t TWO BY BUILD DOWN BY OTHERS CAULK BETWEEN WINDOW FLANGE It FILL STRIP-n SHEATHING BY OTHERS--,-' PERIMETER CAULK BY OTHERS FIJWCE TYPE WINDOW FRAME RANGE TYPE VMNDOW FRAME SILL PERIMETER CAULK BY OTHERS CAULK 8ETWEEH WINDOW FLANGE R WOW BUD( I, D a CAULK BETWEEN WOOD BUCK & MASONRY OPENING BY OTHERS SECTION 1 O.A. 5 SHIM AS REO'D (SEE NOTES) GENERAL NOTES FLANGE TYPE GE WINDOW FRAME 1 1/4 MIN. CAULK BETWEEN iTLLfJTS11LIP 1) SHIM AS REO'0. AT EACH INSTALLATION ANCHOR USHC LOAD BEARING STAIR TO BE 1/4'. JAMB EMBEDMENT k BUILD DOWN BY OTHERS WINDSHIMF MlDWABIE Y WINDOW FRAME MATERIAL ALLOY BOB.7 �SEINECNOTES P J CAUL( BEHIND WINDOW FLANGE AT MEAD. SILL R JAMBS INSTALLATION INSTALLATION 4) CAULK FOR PERIMETER SEAL AROUND E7(1ERIOR OF WIDOW RANGE'. 5) MASS THICKNESS MAY VARY PER THE REOAMflNTS OF AM E130D CLASS OWT SINGLE GULDNG IS SHOWN. INSULATING CLASS IS ALSO OUAUFED E) RIM WATER RESISTANCE TEST REOJR[11ENT OF 1SN Ix OESKN LOAD APPLIES POSITIVE OMO1 LOADS WILL K UM17ED 70 40.0 PSF DUE 70 HATER TEST PRiSS11RE OF 0.0 PSF ��VANDOW AC7IEVED N TEST. CAUL BETWEEN 7) I]/16' TAPCOI TYPE INSTALLATION N10g1 MUgT BY OF QDTIOIIMT UOam f1ANCE 1 1/[P YIN T� PROVE A YM. L-1//�' p�NT N10 8189TRATE A BMSTALLA1fON SQiEN AT HEAD AND JAY89 YU9T BE OF S ITICENT LpgTH TO ACk" I I/B' MN. EM MUD47 SHEATHING 4 EMBEDMENT INTO WOOD FRAMIN% PUC B' MAX 3^OOPP M b�IMAµX DL CHOR WAX BETMWLfill TKM SOEN 10 [E ONE BY W000 B) BUILD DOWN AROUND THE CURVE PORTION OF WINDOW FRAME TO BE EHQEt1tED BY PERIMETER CAULK BY OTHERS eUt]( BY OTHERS OTHERS. "U" OOIWI MUST BE OF SJFF1CiNT "MOM TO ADEQUATELY TRANSFER LOAD FROM WINDOW TO THE 3TRUC7URL CAULK BETWEEN WINDOW 0) ELEVATIONS STOW COMMON OCNFIOURA1fON5. IT IS NOT INTENDED TO LIMIT USE OF 7M FLANGE B WOOD BUCK. FILLERSTRIP PRODUCT To THESE TWO CO FIMRATONS TM SHEET APPLIES TO ALL CO NFOURATKINS BY °,HERS OF n= WN�TF FRA�,D SYU. SECTION 2 SHIM AS REO'D. (SEE NOTES) INSTALLATION ANCHOR. GLAZING (Tl?. HE3Gi1T SEE NOTES). —L ELEVATION Q 1 1/V MIN °MBED1ENT• VIEWED FROM EXTERIOR �,,.•••••••••LNN SEF L Ih , ��t FINSTALL ri ANCHORS ON $ ;' i � No.4237t � STATE OF ? J' V FAFF of 't O• ...�� ELEVATION VIEWED FROM EXTERIOR I INSTALLATION DETANLS TOO BY BURR DOWN SERFS 145o/ISOO/ls7o DESQRD POMRE WINDOW DISTALATION 145D PW INSTAUATION ANCHOR — ONE BY WDOD BUCK BY OTHER - CAULK BETWEEN YANDOW - FLANGE Q WOW BUCK 4 PERIMETER CAULK BY OTHER 1450 HEAD EXTERIOR 1459 SILL � PERIMETER CAULK BY OTHER Q CAULK BETWEEN WINDOW - FLANGE h WOOD BUCK ONE BY WOOD — BUCK BY OTHER INSTALLATION ANCHOR— r-CAUL( BETWEEN ONE BY vim WOOD BUCK R BUCK BY OTHER MASONRY OPENING SHIM AS REO'D BY OTHERS (SEE NOTES) j SEE uSB JAY9 r Q TABLE �tF J 3035 METAL GLAZING READ CALAX BETWEEN WINDOW FLANGE It WOOD BUCK SHIM AS REO'D _ (SEE NOTES) , BYBY OTHER CAULK SHIM AS REOV (SEE NOTES) 4 SEE TABLE 0 I / L—CAM BETWEEN l WOOD BUCK Q MASONRY OPENING BY OTHERS SECTION 1 WINDOW OR / INSTALLATION ANCHOR v CAULK BETWEEN WOOD MASONRRY�OPENNG BY OTHERS SECTION 2 CI C\/A TInKI VIEWED FROM EXTERIOR L- GENERAL NOTES: I �\ 1 SHIM AS REO'D. FOR LEVELING. ��14111• Z WINDOW FRAME MATERIAL ALLOY SD63 %%, SEF L2L}1FT 3) CAULK BEHIND WINDOW FLANGE AT HEAD. SILL h JAMBS 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) CLASS THICKNESS MAY VARY PER THE REOLRREMENTS Or ASTM E13W CLAj% pH Ai SINGLE GLAZING IS SHOWN, INSULATING GLASS IS ALSO QUALIFIED APPLIES. ii G 8)DESIGN LOADS WATER RESISTANCE BE LIMITED TESTREQUIREMENT 40.0 MPSF DUE TO WAYS TEST LOADLPRESSURE OFF 6.6P.T NO. 42371 ACHIEVED IN TEST. i A �. W 7) 13/16- TAPCON TYPE INSTALLATION ANCHOR MUST BY OF SUFFICIENT LENGTH i TO PROVIDE A MN. 1-1/4- EMBEDMENT INTO SUBSTRATE 1B INSTALLATION SCREW • STATE OF _ I •� IN HEAD AND JAMBS MUST BE OF SUFFICIENT LENGTH R&#8 IN�AULA710N1 SSC-RMIN. EWB EW TO FF ' �(O R l�P' • (7` INTO W000 FRAMING 3 18' qA 7Af�CON ANCHOR 3 IL. PLACED 8' MAIL FROM CORNERS Q 24' MAX O.C. MAX BETWEEN. }1F 'rX • • • • � 8) BUILD DOWN AROUND THE CURVE PORTION OF WINDOW FRAME TO BE ENGINEERED BY 11 F / O NA L �� WINDOW WIDTH OTHERS. BUILD DOWN MUST BE OF SUFFICIENT STRENGTH TO ADEQUATELY TRANSFER 11j111%%%0, , LOAD FROM WINDOW TO THE STRUCTURE ELEVATION 9) ELEVATIONS SHOW COMMON CONFIGURATIONS. IT 15 NOT INTENDED TO LIMIT USE OF THIS PRODUCT TO THESE TWO CONFIGURATIONS 10) IF EXACT W04DOW SZE IS NOT LISTED IN ANCHOR CHART. USE QUANTITY LISTED WITH NEXT LARGER SIZE VIEWED FROM EXTERIOR GA SA CIPARAnw MALY= t ANC1011 CHARY FOR 4OMM ALAWAA1 SDOES tA0/I=/1/70 GCSCIDI P. TL =s wwll 4A wan.a 4t4A7/ �! A on— 44W1a1 an vw— Hm� W I[I•[ r rrr ocean sca-m w 1AAHt H-H aHrr Gaon MW DmGM 21d![I[ OMW PA®AI CCOM PRO MM H4uc YAL AT EAM ai AT CAL HEIGHT CAPACITY M CAPACITY mCAPACITY (RF7 am me me 20 = 30 -m 2014 -40 20 2 N -47 - - 2 2 1 2 1 1 to 1 >0 -4 - 7 } ! f 7 7 m 1 1 7 2 7 2 2 20 A 73 -42 1 2 2 1 f b= aD -70 - 20 [ 4 -s2 30 ■ N -M A t W -4 10 1 W W 1 n _ _ -N I 2 a 7 : a >• 1 a0 -72 - - 2 } 7 2 f 7 is 1 4 - -a3 a• 1 W - -sa as [ W - -N - 7 i } 2 7 a >r [ 73 -34 2 1 a a f a 4 = aD -11 - - 1 2 1 , , 2 4014 -40 414 - -m - 1 7 1 7 7 a 4 w so - -N - 1 1 1 i 2 a 4 1 W - -41 7 2 ! ! 7 a 4 w 7] -s} 2 2 a 2 2 4 N ■ 30 -N - - } 2 } 1 7 } N = 4 -N - - 2 2 f 11 , } N■ 4 - -47 - 7 2 ! a a a N■ W - -U 7 7 7 a a a 44 1 W - - -N a ! a 1 2 a M t n -T 2 , a 2 1 4 w .10 - -U 414 - -sl - f : I I 7 } 414 - -N - 2 2 } a I a 2 } 1 a a a N= W - - -12 2 2 a ! ! a 4= n , -a0 2 2 2 2 1 4 W= 30 - -4 W 1 4 - -4 W 1 4 - - -42 2 2 2 a a , 1s0 0110 - - -W a a 2 a a 2 W= W - - -52 ! 1 2 7 1 2 W 1 72 -43 2 2 a f 2 a 73130 - - -0 7 a 1 a a 1 73 1, 4 _5! a a 2 • • i 73 w 4 - - -s0 1 a 2 4 4 7 n1s0 - - _W a a 2 • 4 7 n=TO - - -4e 2 • • a 1 a IOW NTH TLA JJU /W-J•bA YOOSEF LAM, P.E. CONSULTING ENGINEER nw FOREST Luc. SLA79 1 108 W W Od1 r. r au D lm •m r am • D� 0 17WI OALLAA TOW 7U43 INSTALLATION DETAILS TWO BY BURR DOWN (2141346-0149 F:(214)340-0067 SERIES 1350/1650/1670 DESIGNED PICTURE WINDOW FLORIDA LICENSE /42371 �. AR FA N/A 10/14/04 I Ij I macors-ASSY i' MN. oEN>R EMBEDMENT By —\ CAULK REHM � FIN PERNETM C AUIF( BY OTERS TYPE GLAZING 4TYUP SIX 0 EXTERIOR :=I FW rn; FRAME SLL PEIIMEI[A GUIX BY OTHERS DWALATIO N ANCHOR CAWf BMM FIN sHEATAMNC BY OTHDIS ,.A. 6 Hm 1) DEMON PRESSURE CAPACITY OF WIDOW & INSTALLATION IS 40.0 PSF. 2) INSTALLATION OF FIN FRAME W NDOW IN WOW FRAME OPENING WTH TWO BY WOOD STUDS 0.099 NCH. DIA NAILS PLACE .099 NABS B' FROM CORNERS MAIL Nk S' O.C. MAX BEIWEDL 3) FOR INSTALLATION OF FN FRAME WOMW IN WOOD FRAME OPENING WTH BUILD DOMN TWO BY W= STUDS, USING /B SCREW OF SUFFICIENT LENGTH To BY OTHLRS PROVIDE MN I' OIBEDNFNT INTO SUBSTRATE PLACE SO" / B MAX FROM CORNERS t 2V O.C. MAX BETWEEN. NSIALATION ANCHOR {) SHBF F REQUIRED FOR LEVELING. S) WINDOW FRAME MATERIAL- ALUMINUM ALLOY 6051 I) CAULK BEHIND MLNDOW FIN AT HEAD, SILL & UMBS 7) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF YMDOW FLANGE. B) GLASS 7NI00ESS MAY VARY PER THE REOUIREMENTS OF ASTM 1300 CLASS WART. SINGLE GLAZING IS SHOWI. INSULATING CLASS IS ALSO QUALIFIED. 10) ELEVATION SHOW COMMON CONFIGURATIONS IT IS NOT INTENDED TO LANT USE OF THIS PRODUCT TO THESE TWO CONnrURATIONS THS SNEET APPLIES TO ALL CONFIGURATIONS OF FIXED PICTURE WINDOW FRAMING SS7W. 1' MIN. SM F REQ'D I ELEVATION VIEWED FROM EXTERIOR 2 S E F L AFFF ko No. 42371 A � W i STATE OF W Z. ,OFF p• .•' �,� 0 R 10�•', V`� FIN TYPE nIAME 4 MB 6N —SHEAftgHC BY OTNCRs CLA23HO ETt9.) SEE NOIf� CAULK BDMM FIN. VISIALLATM ANCIM I EXTERIOR PERIIEIER CAULK 1104M TWTH SECTION BY OTHERS 2 I ELEVATION VIEWED FROM EXTERIOR 2 oflam AT1K•K At401OR NSTA LA71 N MCHOA SHY As FM - uCMCRM Ai�RY o onHG �irtacrAr+�w3 AMJ/1rMA.nrAvcoH (sz[ NOTES) BY OTHERS HOT K") MAXaL7RiD1 DOOR FRANC - uw0 soot a AAAe ONE BY 'MOOD YA30MY OP[MIO BUCK BY OTHERS Br OncTe CLAaNO Q (SEE NOTES) sHNY As REOb 1-�1/4' YM. pI� (SEE NOTES) C 4 4 T sTvoco — eY OTHERS PERIMETER CALLA BY OTHERS CLAZMG — (SM NOTES) EKTMOR 1//4' MAX MW SPACE DOOR FRANC READ DOM HEIGHT PERICTER CAM � BY OTHUM SIUCOD BY OTHERS DOOR MOTH C 1 ° SUDINO MSS DOM ° • HOOK STMP U� SRL O 6TT UL IN°liD a coNEE,E • °E-7 4 f m NGTES\ CONCRETE OR YASO•TT' CMMC SECTION A -A OlTA11AIMM ANCHOR BY urlm J/1a' CIA. TAP= VICM q Doom IGAMM wwmNx auar wn U TAPM$ TM 4iOUARa1 NOdr WAY OF O YTCOR LOMM TO AOIK rl OAR OF 1-1/4r KM 11A"B" A MIOOx0C1L » ALUAN TA14xn INIYLOI woo■ Tort W 1L101 ■ ALL FRAM Rd01L a) M LLn CALU M TD1TC10 EX NOW U10800 OF NOEL UO ► DUCT am m a No urn C wo= Cwt Ot woOE aLVXw lafm REM AM MR4OR am no OC AI}II MCF OOM CM OK C Ief01A q A FOO O N071 Im 11Rx LE &X M►is noel NU • �Ia VLA TO t••1YCI MAY I Nn /) AM NM >•lCE aAtrs AL.N A/49010. lC/00 W tlxoes wt FIR► TO1 �101T! Cr ALL v AM uSMMAW DOM n Iumm 10 F} Wr � 111E 0 NT mOR10MN MORE t RiN 1NH11 OORI v YFIm1i YIC su CMna AN TO t !AID ReM A MILL MOT MERE N EUM 1 N1 t1IDA •T 1, SET V NStt "Im I " I TEAL AUMVMX w WPM TO M 1/r •• 11 ALL WFULNAI N MMMI TACTO m M W01! •OOI MC•TAa w1EeAKt ; •. 1 vem Y naftwO NgpW@ RMn Me V art• F® MI6 AITR01m KoWXUFA7 C d ANC AS U71m ON Immulm OWL 12 ) MOT ALL KxN OMMIM to= AOM1 AM MOCK oR 10 tgT[1OR eaTAUAm1 MICRM• '•-•', �r • Noom nw Pma ART 10 NR/wLAxom v ANL •rrRPm�Ho oaPlRan 11) Wa Al1CwCi room t7mo TAIRM Mama m t Of OL I mn2 Am HOER• "M Col a Moat im MY ALMO ANRO 10 Aye • W WOOL 1 mm WON ■ PWMM ■ mw Fwm SMACKM Its moo S LnmOR MSaM 70 MMW 1-Air M.Ortm " me UMMIC, FLAG ro sm" r FRO+ omm a Be OAL wa G.A. 9 swWOOD ot eT OTHERS RMAL ATON ANCHOR D /�a fRt71 ((TW ' f1101[ TAPOd7 ARL NOT IIEOR) et CONCFCM ON MASONRY D OPENING D BY anon I0 \--NSTAL ATOM ANCHOR J/Ir DIA tAPOCN D CARxX BETWEEN HOOD am a U"T OPLINB By OTHERS 1-1 4' NCI. ER 1/4• MAX 9N SPACE SECTION R-R ROOD BN • 7 ONE SUCK BY 0TOt7 TAPCON INSTALLATION CHART CALL DOOR UP TO 40 Pf et Pal UP TO {P 70 46 P SIZE SIZE 43 PS7 E TD •o TO 70 70 PT: 43PV TOW 7070 OP PeF OP PW UP UP Ixa PS OP PSI OP am xq 0x, xx nxN J J J 4 J 4 4 •Oea x0. Olt, ]O 72 IT N 4 4 4 4 J 4 a SOea YA M lot M x 60 e S a 4 7 4 6 loos• xp aw lol 12D x e0 • 6 7 4 7 4 7 eOBD XQ OIL xx •O x go J J J 7 4 a • *OW x0, Olt xx 72 x N J 7 7 e 4 S 0 am Ka. 03L xx N x N 4 4 5 a 4 a a 'm am tOOw Fy4 x W a S 6 4 J 4 e law OxO 145-NA x BD 7 7 • 4 J 4 a 1706E ow 101-2p x w • 10 11 4 J ' 4 e 7•N cw •1-11FN x N e 0 6 e 4 a e WIN) an 10Fah x N e e • 7 4 0 e 120e0 ow 14e-SA IT N 7 e 9 4 6 ; E 41 eon m fo•-MA x •0 e • • 4 J a 120511 10 143-Mm IT aO 7 7 6 4 7 4 e Meuse m 170-w% x e0 a 10 11 4 i E 7SW lox Dl!-H/1A x N 0 0 e e 0 •0a0 lax tOH/r x N a e • S 4 • • 12ow 1Q 142-" x N 7 a a 4 • a 11 Om It1200E Oxl6 xx1O 144-N x o 7 7 • 4 7 1 6 to= OIORI 1mOK 1.2-Ve x a0 • 10 12 4 J 4 a 1o0N CXM KIM 12D-N x N • • 7 e 4 e a 12NO 010T4 MWt 144-b• x N 7 • 1t S 4IWW e • EMBEDMENT CONCRETE Oft MASONRY CPDMC BY Onxxs BY OTHERS CALAX BETIM `—wow BUCK • SLgUO CLM DOM HOOK STiw •MGD+e pp1H won Ba A EXTERIOR ELEVATION NeTALLAITI N ANCHOR GLXWO GLASS 3/14' CIA. TAPCOR • • y` /JAk t� �dmn` am OnEILOCK QJ''11FICq 'y�` HOOK STRIP DETAIL ?: �� 'F ; 10H< et•am%U flood -►A lie1110-Qd%T1 101 .0• .a ;1 +2 sas mArRON :QTS'7` •':= SERIES 420/430 440 SUDING GLASS DOOR AtAT10N DETAIL OWL 11 02�7owz 02 0 2 B GEN=O024 �� r � wlss ll�l �l s ■�nR�l AL1L �! A� IO1�R RAr AO� �H r �41• � t• �O COMCNEW '00 TWO •r /000 WOW AIONOR Ot f1r tRA. TAr(trl r nlol OrOfKO /r ORIt7T7 ! t3-1/r OC. YAL NY VD 2•y•on 2 R / 1100e Wat /Y OTHERS\_�N (su Now 16) SHN AS (ug NOBS) b0 4 0 . w STUCCO By owl KR W TI CAW O11QIf2 POOR n __T UnTRIOR PLAXWC — (SIX Notts) 86TAWITM ANCHOR p 2w" (SIX AS 1>pan—� sa Rota) -CSUCH �YrOOp DOOR n1Alt olorlo M o1►on room[TER /r O1ltRs f1UCC0 am my 01HEIRS KUM 1 a" VIDIN - I" MASON" CPow10 /Y ODtRS D TM0 N /aD aim ANON( 3/Mr OLA TA►CM f- O niom ow ! I3-t/2• Qr_ MAL /Y OT1tRS • D •1STALLAIKW D AM010R // StAI[11 CILLIIK OC71M woo t11ac • MArY 0rO" fr OTKtXS 190, L�� 2 Bye OR : K e .Pao MSG( rr OTHM SECTION a—e (Sa "Olt to) w V / ��//11f� O ' A �� so%. TASIOON N CALL DOOR TM= M "M PIAJAMS HOW STRV SIZE & SIZE (H LL• w a 0 t st o n PSY 0 UP TO •f ►s TO wo t 10 V ro v ro roam COWI (RATION MIES rlo re %W so" 0% OL RR so R 40' 3 3 -3 3 3 3 ♦ y 604/ M all. let 72 R ao ♦ ♦ • ♦ • ♦ • s fONVAOIRL •fRso e a 0 3 s • • y ee twRD OIL a 120 R 00 a / 7 f 1 e • am 10, OL 10r 10 3'Sf 3 3 3 3 3 3 • j 40/0 ROL OK . 12 R M .3 3 3 ♦ ♦ • f /DOD aL RR N R b • • 5y ; • • /0f• a" 100-Iy. R aD / • • f f 7 • y 12M azo I.. R e0 7 1 1 7 1 to • y 15068 ORO lip -SA R m / 10 11 f 12 14 • 75e0 Mo „-" R •e a 3 0 s 1 e • p /0/a a0 10e-•A R oa a • • • a 7 f f 12080 040 1.3-AA R •e 7 a • a to 12 • f 1- 1 13 is • NNW •A •0.1 SIX to• -•A R eo 3 S • a • 7 ♦ y 120N m IA-IIA. R f0 7 7 e 7 0 10 • y 130" SIX 170-NM R 00 a to to f 12 14 • 3 7e/e = ••-1w R •• 3 3 3 y y S 1 1 •0/0 SIX 10•-•A R OR a 3 / S f 7 1 0 12000 SIX 142-om 1 a 7 a f 7 10 1t f f Isom ME 1t 12 1 1S 12ef/ 1OOA SOoa IM-N R e0 7 7 0 7 o to 4 y Isom c= I000 112-•A R w f 11 12 to 13 15 • y totleo 010e1, 10012 120"A R ro a 1 1 • 0 S f a 120/0 OIo1o. 10001 1•a/0 alaon x= IM-IyS R 2 I.2-u S is 7 f 1 12 a 14 / II 10 14 11 17 / A GV.{AQIL On - - CATAK aETIrtDI YA30t•Y OPt)rr w00 21" a fr 0114M G • MASY Orvtow M OTHORS CREW Olt MASO • • a MASONRY tetRlLr AAvlr bLAAaw v • d C ai ♦- 10N. SM sCLAM DOOR q q q e or nets MO S♦1 an SET Su N so OF COMMIT • d 4 d I ;noN A -A INSTALLATION ARMOR 3/1r OIA TArM . d t � 1 IIOoI IUT1D•A(: ALLr.w AILAr •O/a d T TA/001 17t •9TAUAOI ANOlol7 • to MAT K O SOTO=" LDOIN 10 ADIM 1M . a1IM20R Or 1-1 Y MTo IAA7oMr a COOCM. p VA2M W$IALLASW AOAT Op WK W IL/11OO/t IDACM 10AOKK A wdL m0 OMMOn 1' sm Too fT am wM • Us CALL to PO ra1ALA EN. ANOIORS rm o YO[ r FRAM taL U!< G•RA /a AttM[t0 *Al tlp•p OTI•rOl 07 00dt IF OOCT DOOR SIX 6 OW MSIO N •OI)RUATO1 N00 pMfA US AIOO QJMM Into MIN MW LAMM \ 11a ra It Arp"ON N OOOI rlemn NOW Q FOR roORT am am IO OCQt />AI S OOOR on a CwIg uwx 10 /Mlt120 OPOM "10 71 rOtARS OA>s ftlO�l IMOE GAblo MO N"W= WPM SLA77 }qrQ• MAY Uff rq WWrOOlb 0 .tor C13m ,M it o�T1(Ja U NL rACtar APR" MLCS ON onoo FOR TUOoI rOOI Mu W r•Lo MIN p focus O wr1OM1 to" to TRINE• IRL Y DROVE" Mp I" •Y VOW MIOt o ~ / DLL emen AR 10 K 1RA0 WIN A SMALL Alrt KAN YAIO. CHAR Kigi<11 WOOD WOOD ! ftlgtNO 1 so AS OEM AT to. MI 0 IWAOM tAf01 AMOS IN Oft wAttest 00 KAME [ Att00•1AOt 10 OOOI It OW u Au •OTALLAIOI AIOER (UST K root a epr0/OI Ao0TAt1 wm1YLa ' t100K /Tiro 1 trot a a r RDRmI1 roMO rA/L A• b ID1tpf6 r® RIA6 AIROIm oo/umlo , AR AS aA2r/O us" or .ISTA"llm MAim (aa IIOITS) • STALLADON ARMOR 13) rot ALL mfIGUMASU 0 L4= AW4 AM VOW OI 50 aAusO MKVM NIS ALMlm lLRod •A-e. i-r a ro= SMf OCTAL Arrlr 10 SWILLAUN 3/I6- OW TA►0011 07 AL YwMlus IMId tA) Mo ALOaAW1 >L04 RT.mI a'" AAQIat w MAK IL la K 2•• aL YA7710 CLASS IT WIRS ASS ME.M 1.0 DOOR • MII , on ~ AM Arrm To •N a 440 tbin OOdI^M10RAd 11� in on 2SfNLCVAfL I r lO K Ra , ►Armxv 1a wgwo St Low IQ It www. am" a ola HOOK STRIP pETAII In OMM rMT"X= WAOTT v M MXf TO K S>A 7. ,JA.•�aQWR rush •�t • ,edm"Ougulm q�pgp i Q 1kHN•M •orArt4 - SERIES 420/430/440 SLIDING GLASS DOOR 911A Amu_ � INSTALLATION DETAIL TAT" TWO BY BUCK IN MASONRY "'•♦a�u1♦1•' 1 _ _- 1 12/03/021 V I GEN-0027 r LULCU V.&Ovoiw N FM Q GENERAL AL(AWNLW CORP. FLANGE HORQONTAL MULLION DESIGN WAD CAPACITIES HORZ EXTRUDED ALUMINUM TUBE MULLION s1443 SH SQES WHEN USED FOR MULLING TRANSOM MULL SPAN> WOW. HGT. V 53.000 61.000 74.000 80.000 90.000 96.000 106.2M 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 28 19 50.625 168 112 65 49 32 25 17 54.625 168 111 64 48 31 25 17 55.625 168 111 64 48 31 24 17 63.000 168 110 62 47 30 24 16 72.000 168 110 62 46 29 23 16 84.000 168 110 62 46 29 22 15 NOTEII: • CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION 014451 HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLJON SPAN OR LESS. • WINDOW HEIGHTS SHOWN ON 'Y' AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION AND 00 NOT 1140LUDE TRANSOM HEIGHT. • BEAD MULLION SWAN AND WINDOW HEIGHT IN RICHES. • DE5 PRESSURE VALUES ON THIS CHART ARE IN PSF. • DEBtGN LOAD CAPACITIES SHOWN ON THIS CHART DO NOT CONSIDER ANY STRENGTH OBTAINED FROM FRAME MEMBERS OFAD14CENT WINDOWS. • Omm -11175 ' CALCLLATKM PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2W2 REVISIONS TO THE 2WI FLORIDA BUILDING CODE PREPARED BY: IIIOOfJCT 71cosooL0w COMPOR471ON 113D LOUIS~ AVE SUITE 6 WINTER WARD FLORIDA 3' M PHONE 407 422413341 FAX 407 62 4= CAMKOR 2D.IwW 01.12M MULLI"" ANCH BRACH WINDOW FRAME JAMB (TYP.) o" N0' GEN-0457 ;TALLATION �—' MULLION CHOR I II DIE NO. 14Q rp•) I II I I II I I II I #8 SELF TAPPING 1 II I SMS (TYP.) I I MULLION BRACKETANCHOR TWO BY WOOD FRAMING M V LLI%J" DIE NO. 1448 SECTION A- A EXTERIOR ELEVATION NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1448. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. DETAIL AT SILL IS SHOWN. DETAIL AT HEAD IS SIMILAR. 2) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1' MIN. EMBEDMENT INTO WOOD FRAMING. 3) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OR OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 4)DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS t62.0 PSF. INSTALLA ANCHOR (TYP.) SEE NOTE SECTION B- B goof . 47,9 •e Z • (ONAI- •• GENERAL ALUMINUM CORP. CARROLLTON, TEXAS 1"W FIN VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1448 Mtx' ---- 10m BB ---- 12/05/02 — — — — wA"j HALF I mA"----- IDW MaGEN_as7 wd+=" prAMM toMM =WW un LCUI W Art awe ►AM naa 32, F"M 40-42f43N rut per -as -am N GENERAL ALUMINUM CORPORA77ON VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE 01448 FIN VERTICAL S.N. SIZES WOW. WTx > WOW. HGr. V 18.125 25.500 29.500 36.000 47.000 52-125 25.000 1245 1151 1151 1151 1151 1151 37.375 469 383 380 345 344 344 49.625 235 184 168 152 141 .140 53.625 183 142 129 115 104 103 54.625 172 133 121 108 97 96 62000 115 88 79 70 61 59 72-000 72 54 49 42 38 34 84.000 44 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 614I8 WHEN USED TO MULL FIN SINGLE HYING AND PICTURE WINDOWS READ WDDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FR/WE'ANCHORS SHIOIAD BE CHECXEDE IN EACH SPEpFIC CONDff"L Ornmx ■ LA75 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: p lCWXCr 7XCN l LooY C0ft*QRA710M 1150 LOUISIANA AVE. SUM 6 CA020037 NANTER PARK FLORIDA 32799 21 -Jwo03 PHONE 407 02243341 FAX,07 622-OM 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. > WOW. HGT. V 19.125 28.500 30.500 37.000 48.000 53.125 26.000 1062 987 987 987 987 987 38.375 410 340 321 307 307 307 50.625 216 172 158 143 133 133 54.625 169 133 122 109 99 98 55.525 160 125 114 102 93 91 63.000 107 83 75 67 59 57 72.000 70 54 49 42 36 35 $4.000 43 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 1442 WHEN USED TO MULL SINGLE HUNG WINDOWS AND PICTURE WINDOWS. READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dm= a L1175 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 OM-63341 FAX 407 622.6335 ,�lt��t! Q !•f�1► Qom.,. & too# ao • • Na rq • 211 A aler eRSvr1_ CA020140 18-00-03 02-0808 Florida Lioenso 047946 INSTALLATION ANCHOR (TYP.) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) m MUWON DIE NO. 1442 SECTION A- A &-. EXTERIOR ELEVATION I Ij I II I II MULLION I I I ANCHOR ( II BRACKET I II I #8 SELF TAPPING SMS (TYP.) 4 v v a CONCRETE OR MASONRY a SUBSTRATE SHOWN, WOOD v FRAME SUBSTRATE ALSO APPLIES SECTION B- B 9-11-02 1 A I REMOVE ANCHOR SPACING DIM. DATE I SYM. REVISION NO: GEN-0454 MUWON (;.A. 25 DIE 'NO. 1442 INSTALLATION ANCHOR (TYP-) SEE NOTES I2 do #3 NOTES: 1) MUWON 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 MUWON TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/80 MIN. EMBEDMENT INTO WOOD FRAMING. 4) MUWON ATTACHMENT IN SECTION B—B IS TYP. AT HEAD k SILL 5) 1 IA OF MUWON AS SHOWN ON THIS SHEET COMPLIES WITH THE 20P4 b G CODE WITH 2002 REVISIONS. IT IS THE RESPONSIBILITY INE COMPLIANCE ON A SPECIFIC STRUCTURE. C GENERAL ALUMINUM CORP. CARROLLTON, TEXAS 0: FLANGE VERTICAL MULLION INSTALLATION DETAIL wL FL COS° ALUMINUM TUBE MULLION, DIE NO. 1442 6� a �•' 'Nr"' ---- °"'' BB "'""°' -_-- n 8/21 /02 �O14AI- o-�•` >R�n ---- �cxt, Wt�---- ao Na BY •-fetid I HALF mN—o454 "vmw .e m NUff CM. "M URMW AW_ mm mm na mm may wr-m-sam ►m qor-on-wn INSTALLATION ANCHOR (TYP.) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) G.A. 26 Iolu"° GEN-0459 MULLION I II I DIE NO. 1442 I i( MULLION I I I I ANCHOR I II I BRACKET I fiN INSTALLATION 0 #S SELF TAPPING ANCHOR (.) SMS (TYP.) c c v v c v c ° 1-1/4" MIN. SUBSTRATE ° a EMBEDMENT MULLION SECTION B-B DIE N0. 1442 SECTION A -A �II 6.0 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 NTH 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;gP4 *PS to, GENERAL ALUMINUM CORP. •��.�� F1�;. 00 CARROLLTON, TEXAS PRE —CAST SILL MULLION INSTALLATION DETAIL 4v % W/ALUMINUM TUBE MULLION, DIE NO. 1442 -LBB 12 05 1 *TM ---- ` HALF w�---- °"°"°`cEN-a ._ 4t• ' 6 j v F4 9 MMIaoer OW. 1100 MUNIN N AW_ WM PN K Raiw UM wW4 cos-at-WN ►Aa ara»-spas 6.0 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 NTH 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;gP4 *PS to, GENERAL ALUMINUM CORP. •��.�� F1�;. 00 CARROLLTON, TEXAS PRE —CAST SILL MULLION INSTALLATION DETAIL 4v % W/ALUMINUM TUBE MULLION, DIE NO. 1442 -LBB 12 05 1 *TM ---- ` HALF w�---- °"°"°`cEN-a ._ 4t• ' 6 j v F4 9 MMIaoer OW. 1100 MUNIN N AW_ WM PN K Raiw UM wW4 cos-at-WN ►Aa ara»-spas G.A. 28 MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) 1 1 INSTALLATION ANCHOR (TYP.) MULLION DIE NO, 1445 SEE NOTES --1 #2 it #3 ° ° a Dv6 Noy GEN-0456 P INSTALLATION MULLION ° a ANCHOR #8 SELF TAPPING ANCHOR D (TYP.) SMS (TYP,) BRACKET v v MULLION DIE NO, 1445 4 ° CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE ° ALSO APPLIES, v a WINDOW ° ° FRAME HEAD (TYP,) ° p SECTION B - B SECTION A -A NOTES, 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL, 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL 1411 fSa � LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA DD\IG ��IrH 2O02 REVISIONS, IT IS THE RESPONSIBILITY OF OTHERS TO DETERM '1AN5 SPECIFIC STRUCTURE. s EXTERIOR- ELEVATION,, ' .479 GENERAL ALUMINUM CORP, .% CARROLLTON, TEXAS �, o FVT'TT FLANGE HORIZONTAL MULLION INSTALLATION DETAIL 4 , �1ALUMINUM TUBE MULLION, DIE N0. 1445 mgi%alfisim 9 ---- �' HALF mn' ---- 10GEN-0456 mwm A 0 P"== RWOAi7 COP. LM L= MM AVf. vw= ►Ao% rum wm mm da-ilhtm ra Y/-we-&= 9.a 1 WOD ONE Or WOO -- rAu.A00N AA101M. UUCP Ir OPIR CAULK BI Iq.D1 MNDOJr 11 "OE A WOOD BUCK CJItRII OCr■Etx Y TeY O1HER5 1 1/1- NN Q (MOCOM(Ni .I -� SHIP IF REO D. PI MRI) IIN CAU1R BY ODAR FM_ EXTERIOR T. HE0 1AAr�.Ep RUCK MI.DOI WALE 5111 PLPoY[ IIR CAJAx Br OR�R D 4 a PRL CAST SAL�f Or CAAA OETWECH 1.UIOOw FIANCE ! Pill CASI SILL U14 IAAAIM 110 ADHESIVE CAtAR OR ONE BY WOOD Bull Br OTHER YN, t OYEMI fVxCC TYPE PIMOOR IRAM(� SHIM If FILM JAMB ►ERYErU1 CA1AJt__,- I I I 4 IY OTNTAS MMOOR MOM EXTERIOR 1nNDow NC T, r CC(ilM 1 APIWO" SOUK Er Nf R A:. 4OTF S• 11 I) SWM If REO•D. FOR LIVLUNQ _ 1) VMOW FRAME WATEMAL ALLOY W63 —' 3) CAULK DEItWD 1 MOO'l1 FLANCE AT ICAO AND JAMBS. A) CAULK FOR PERIMETER SEAL AROUND EXTERIOR Or wUDON RAWA S) DTSIOr M&SI 1ES 9100 ARE BM OR MIIa WAON ONT PgrsL [S FOR CLASS Imemss MUSE K MfMOU PER ASIF-BRAD QASS ONMT AND THE wain VAU MIST K USED FOR M90L &) alim IA= RTSISvAw E TEST wounE OIT or tsx w M2m t0A0 wRAS K9t tDAD Ott K LuRD 10 /(100 ►Sr, M 10 "VER VEST FRES51111, Or GM0 PST ADI MD ON TEST L) JISrALLATIpt 11AWU MAME uIf 9 N OOIOM QL YASOIAY OC[NRC USMO 3/16' TAP OII AND ICI OF Su11X;011 LOWRf 10 NINOE M MY 1 1/4' LI001 11110 SUISTWAIE Al LOCAT06 DORM Or OWII 1) 0 tIAC1 M>wIII 91L 4 NOV USRD 0 ND10A CNAI11• UY ANON OJAXnIT USTIO ■t" RLXI tARQR 91L CNRR etrK(N WHO" RAIOt I1000 BLOC SECTION 7 _-_ lwnow A C I ) -.0J ELEVATION VIEWEO FROM EXIERIOR _. I.S ■AU A TION ANCHOR CAUUt KTKtic ROOD 9" IS MASONRY OPEMR.G BY ORRRs S E r E 1r11/ / h a ce A W 0 STATE Or s AIi Ir '�EORM V f It, '0 NAL S'?` G.A. 30 CALL wDIDOW BASS a" CLASS DEW" WPM Am" tw LOCA11Cr1 SIZE SIZE (INCHES) waste I459AL LOCAnoNs 10 IA • N CAPAOTT -N M P9 -N CAPAOTT -101 N P9 -rot AC /.aNl n q h IA . N JA -rt -77 -101 -I1J lC 1 :xl 11 11 IA • 10 1/0 -N -10 -10• _10• ••c GN, N.. N IA . M 0A -Al-110 AC I 11r1 11 IA . !d 9A _y _y .1.I -11I ..0 I,CJU 11 10 lA . al -U -•1 -ly -IJJ ,C OLr,oA1 q 1. .J1.n -q •q -u0 -no Ac O.I,rf•I _[L-1/1t 1N__ - _- -10.- _-la - AC MII .1J0 SA I.aNI F 1A M1 N 13 . )• 1A -10 -11 -10 -1. AC .,OIII M• N 1/1 . LO 0A -1/ .1/ •101 ..ICI Ac I,ax, 1N..• N IA . 91 /A -11 •N -I, -,00 AC a4.6 IS IA • N IA -41 -11 -100 -Ito AC I.a"I 1M " IA . 01 •q -q -11 11 0.c I.ON, 1.0 t/ IA • n -q -q -ro -11 ..c 10.1 10 In • 111 -N •10 -111 -111 AC •AM, Ih1 10,. P, N N M lC f,ONI I 10.4 JD 1A . N 0A -rl -.l -71 -n Ac /.*N/ I J0.•-1 JO IA • M 0A -10 -q -It It i.0 ION.! ]0 IA • b AA -00 •.0 -t1 -n I.nN� I !0d Y11/1.1J -40 •q _I1 _h Ac r.ONI ' A0 70 1/I . n •q •q -T -r, •.c I.OXJ - �- .SI_ .00 _ kc Ac Am, +I r.aNi' -3&% 11 .L[L 11 am -S1 •Y -01 11 IT 1 A 1A -10 _q -1r •11 Ac r,mu 1r•• Ir 1 M 1A -q -la -N -10 AC 1.•1 1f a Is Wo -q •q -J] •01 ..0 FAR) sf 11.11 q •q u 11 AC ram" N :7 1 n -q -40 -03 -11 •.c IF if 64_ _ - _ .110 •/. N -40 •.1 -N -.1 AC FAA.-'__i 41J1 •7 . M JA -•0 -q 'p -•0 ..0 /AM, I •770 •1 1 N JA -q -q -q -w AC RAM, .1.1/ •7 C M 1A-p _q •C 1J•.0 .1 ■ 01 oA -q •q -q _q AC f,a NJ .A) q 1 q -p •q -q -q A•C fANI .In 11 ■ n -q -10 -q -/0 1A r,ONJ • • a -1 AC .o1J w N -M •4 AC •630 p a L 1A -40 •b AC 1.0N, .oso M 1 00 0A -q _q AC /A N, 1MM... Y f M 0A -q --0 - - AC .O p 1 tJ 0A -40 •10 AC 1,a1U -asY ■ N -00 -q Ac fall, AC JJ 43 all A. y S1 . !1 -I AcC 1 11 I. o ]A -4W0) -qw ffaOxxJ, 11r Is 1AM q C LON 5111 01 IA a 9 1A -40 -40 - Ac f.alU Je 's 11 -q •q - AC I,ONI Ac YOOSEr LAVY, P.E. C1N9A IMC LNONLIR SSW Ifii11 tAt, laic 0 gas CAUAI, TUXII 11711 1 I11.IA0-00.1 v(V111360-a01/ N•�-T—Y7•�- .�10■M Y•/..�wl 11�•IA o1 •le•M.O tug ASSEL&T DRAPING fIRf1 I.w/Iloa/1)ro .1 0 ML M.Q1 MAC ■M)ft ._ .. N IP N/A my I G.l 1. DESI"N AilID TF..STED IN ACCORDANCE WITH FLORIDA BUILDING CODE, 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DWG 409783. INTERNATIONAL BUILDING CODE, AND INTERNATIONAL RESIDENTIAL CODE. JAMB/SECTION BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. WOOD JAMB - 605574-0001 LAG SCREW, 5/16 X 1-3/4 3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2 FIVE SECTIONS. 4. SEC;K)N 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" 1- - 8' BRKT LOCATIONS - 1 12" 1- - 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. OHO GENIE EQUIVALENCY CHART CHID DOOR SERIES No. GENIE DOOR SERIES No. PAN THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 1 SERIES GDS30R 24 Go. SERIES 281 SERIES GDS200 25 Go. SERIES 381 SERIES GDS550 25 Go. 3 1/8n N I I D 11 OPENING HEIGHT (VARIES) SHAFT (VARIES OPENING HEIGHT MINUS 1 I 2" X 6" WOOD JAMB 2" X 4" WOOD JAMB „D,. OR EQUIVALENT HORIZONTAL TRACK & COUNTERBALANCE � I 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS -405964-0002 405964-0002 a7 046450-0003 20 1/2 405964-0001-/ \-405964-0001 STANDARD TRACK DETAIL FOR 16' SCALE: 1 / 16" = 1" END HINGE 1-1/2 / ROLLER SHAFT BRACKET 405742-0001 (2 REO'D) 407605-0004---,�, TYP 2 PLCS 061166-0001 TYP 2 PLCS 407605-0003 TYP 2 PLCS 061166-0001 TYP 2 PLCS 54 1/2 36 I 968 �-03 VIEW "D-D" 2" TRACK .068 THK (VERTICAL) 607935-0005 &- 405831-0003 TYP 4 PLACES 407605-0002 TYP 2 PLCS 061166-0001 TYP 2 PLCS 405771-0001 061166-0002 `ROLLER DETAIL "F" SCALE: 1/4 EADPLATE HAFT DOOR WIDTH CENTER STILE END STILE ROLLERSHAFT STRUTS/SECT. ROLLER VERTICAL TRACK JAMB LOAD HARDWARE BRACKETGAGE (# PER FT -HT) i 6' 3 SINGLE YES 2 X S 1.065 2" X 7/ 16" .068" 200 STD. NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOAD PRESSURE. LETTER DE'o- DAT[ APa C REV PER EN 10099 01 09 98 D REV PER EN 11060 OS 29 02 N E REV PER EN 11205 11 12/02 Di PANEL 10 u WILDINNGSECTION DIVE), MA TER FILE . <)vcr a -p- q OSS W I,�t cca am -mum c� Z ,,- 2S-o3 lo/al1/ WEATHERSEAL SECTION "C-C" SCALE: 1/2 SPRING ANCHOR BRACKET 400650-0001 HS1 16'-0- MAX. WIDTH INTERIOR ELEVATION SCALE: 1 / 16-= 1 " THE ORAWM A AW TECHNHUwAL WFORO OH TNS SHE ET IS E IHIOPERW Of OVERHEAD DOOR CORPORAM. OR ITS SUBSDURr AHD 5 LOAHED W CONT10ENCE FOR EHCWEERWG AND MUTUAL ASSISTANCE PURP056 OKI. AND wY NOT BE REPROOUCEO OR USED TO wM1fACTUHC ANrnuNC OISCLOSEO HEREON MTNDUT THE EXPRESS PER.. . O OVERHEAD DOOR CORPORATK,H -CH wr RECALL MTS SHEET AT ANY THME. BOTTOM FIXTURE BOTTOM BAR CENTER STILE (/ 40 8680-0004,5,6 a2 407603-0001 (9 PLCS) 409808-0001 TYP 2 PLCS M[� 061166-0002 iiYY�l TYP 2 PLCS „F" All 18 SEE NOTE 4 HS STRUT V37-gps TOP FIXTURE END HINGE TUBE STRUT AND STRAP TF'- 1 7/8 THK. SECTION "A -A" SCALE: 1/4 (7'-0- SHOWN) 8'-0" 1 i MAX. HEIGHT 1!5 409334-0001 12 0 + 66-p002 Orr UNLESS OT HO MISE SPEC(1ED -- - NAME I pATC - DRIyMV Ia,IENscNs .vL W ..00:TaunANca a, pVEpHEAD pppq DKuS, DRAWN BY: - -..: •: ,�" it41 TNEM9be5 oM Hs t oE...�.el...c.lgr o E'US G.J.MOORE 1 1 / 18/§4:,, -TER.. CHECKED BY: '-" �• N/A ADA JOHNSON 12/01 /94' •'^- HU.8ER [0- 408832 ys• , ® . �, m_ APPUm fW$H: UNR D< uLASURE: APPRDYID BY: NUMB[R NONE EACH S.B000HER '2/Al /94 SCALE: >4D' 180/281/381, 5/37.5 PSF. 16'-0" MAX RV I GJ LETTER OESCRIDOON DATE C REV PER EN 10099 Ol 09 98 D REV PER EN 11060 05 29 02 E REV PER EN 11205 11/12/02 108 STK,070 STK nO. 2-11/16 I- -L 2-13/32 P/N 409808-0001, TOP FIXTURE 2-11/32 T-1 .091 MIN --{� I 0 to 3-9/16 � o 0 0 0 1 2-7/16 P/N 405771 -XXXX. BOTTOM FIXTURE 070 MIN 1-11/32 2-9/32 I 27/32 I--- 1-3/32 000 �0 0 0 0I 0 0 o o 3-3/16 2-1/4 oho .090 MIN 7/16 P/N 407603-0001, CENTER HINGE P/N 405742-0001. BRACKET, ROLLER SHAFT 3 � � LENGHT= DOOR WIDTH 2L T 065 REF P/N 607935-0005, STRUCTURAL TUBING RECTANGULAR 065 THK END STILE WITH CLOSED END CAP <1 P/N 408794-0001.2,3 SCREW P/N 60591 1 -0001 SECTION "B-B" CENTER STILE P/N 408680-0004.5.6 a TUBE STRUT 607935-0005 AND STRAP 405831-0003 EACH CENTER STILE 2-1/4 1/8- 1-7/8 5/8 .030 THK LENGTH = DOOR WIDTH P/N 400650-0001 ROLLED HS-1 STRUT I-- L' --y1 � 1-3/4 o ,2-1/2 O �f .108 MIN P/N 405964 & 046450. BRACKET SCAB EF1RT NUMBER L" 405964-0001 3-1/4- 0,6450-0003 4" 7/16 DIA I I-i- 1-13/16 DIA U� 7/16I- P/N 061166-0002, RCLLER ASSY O o o lo 2-,1/16 THROW .'4 5/8 O 0_ o O O o -- 3 P/N 409334-0001. SLIDE LOCK ASSY ORANGE COUNTY 4-3/8 11 " 1-3/4 O o 2-3/8 O -lf 108 MIN P/N 405964-0002, BRACKET SCAB JOINT 3.00 � � � 3/4 0 2.00 T o P/N 405831-0003 STRUT STRAP 7-9/16 —q� -END STILE WITH CENTER STILE REF CLOSED P/6 408794 0001.2.3 a N 408680-0004.5. P/Na 7/t 6 I 7/16 DIA REF 1 - 13/ 1 6 DIA REF I P/N 061166-0001 ROLLER ASSY TR-3 SCREW STEEL HS-1 STRU_ ~ P/N 605911-0001 P/N 400650--0001 Bttt�(EI (03m DIV. 2-9/32 .070 MIN -H 03. 3-3/16 1- P/N 407605-XXXX END HINGE PART NUMBER 407605-0002 .85 407605-0003 1.10 407605-0004 1.35 407605-0005 1.60 SERIES SELECTION GUIDE SERIES INSULATION PANEL GAGE , 184 YES* STD .02,1'r 185 FLUSH ::Q2`1 _ 186 YES' FLUSH «<<021 188 189 3RfiC :.02LW 281 284 285 ANONk$7`.. 381 384 ':"';3�5``:i.'yr '_Fd:. 1'• i'r01$_ 385 - f Ye z ,+- 1. i2itlVCFF ' - :r• nHE OR mNG .ND/OR TEcNNC:AL wsoa w ON ms sNEEY s THE H+RDPFJfry o<OJEIDIFN) DOOR Ha71tPORAl10N SECTION "G-C" OR rts SueSIOw AND IS LOANED N CDNEIDENCE FOR UNLESS OTHERMLSE SPECNTm pV Ep EAD ppOq au.AS. � ,;,�By O 'u"S NAME O o Lr.D.,.� wusONs Arc., n :mMr NOLt n cYC¢ CS ON ,,,� mA.. er: G.J. MOORE " ' 11/1 HATERUL N/A CHECKED BY: ADA JOHNSON 1Aw—c ENPNEERM AID OURIAL ASSISTANCE PURPOSES ONLY. AND4 NWBE REPRODUCED OR USED TO MANUEAMRE , a, m, oHSQOSEO HEREON WFDO" THE E%PRE4 PERK SSiOH OP CYER END DOOR CORPORAiw WlROH ANY REC, TNS SNEET AT Arr ONE. m- . ® yo.= F AVPUEDDIRSNwIrt NONE D<uEAANRE EACH APPROVEp eY: S.B000HER 1112 .!.v-D�OAD. 80/281/3E 25/3 .5 PSF, 16'-0" MAX ®-408832 /8 1 sHEET 2 of Z nt iv a r^: u u L nber: Lot Number: .eous:Address: _= The information in this box is (or ministrative purposes only and is not part of the a neering r iew. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference: SB32ATF - ENGLE/SB32ATF/M#13007 BOBBINS Tampa. Box 5 Engineering Index Sheet Tampa. FLIL33633682-0055 ENGINEERING, INC. Phone (813)972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06110774 11 /08/2006 25 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibility of the Building Designer, as defined in ANSI/TPI 1-2002, Section 2.2. Permanent files of the original Truss Speclficstlon Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark I 1 111/08/061 1`1315 J f 5 11/081061 FT1 9 11/08106 FTa I 13 11108/06 FT7 17 11/08/06 FTt1 21 lllIO8106F FT16--] 25_ 71I08I061 FT24 Date Mark 2 11lOB/06 FG17 6 11I08106 FT2 [-10 111/081061 FT4A 14 111/08/06 FT8 [ i8 11108106f FT12 22 11IOBI06 FT18 Date Mark 3 11/08/06 FG20 7 _ t11O8/O6j FT3 [ 11 111/081061 FT5 15 111/081061 FT9 19 11108/06_ FT13 23 11/08I06• FT19 Date Mark a t 1/08/06-! FG2t-1 8 1t108/06 FT3A 12 11108/06 FT6 [—i6 11I08I06 FT10 1 20 11/08/56) FT74 —24 1 U08106 FT23 Index Page 1 of 1 Standard Loadin T.C. Live 40 psf T C Dead 10 psf B.0 Live 0 psf B.C. Dead 5 psf Total 55 psf Notes: Refer to individual truss design drawings for special loading conditions. p �No� SPN o�0 G OFFICE Truss Design Engineer: Philip J. O'Regan License rt: 58126 Address: P.O. Box 280055. Tampa, FL 33682 Q ; t;, E N se •.•'� * No. Sat 25 �OV T O7 .` �..c� ..• C OR►O� .•• N °"#atrill F1,1 •,111• Date Sealed: 11/8t2006 __ 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:SB32ATR - ENGLE/SB32ATF/M#13007 BOBBINS P.O. Box Engineering Index Sheet Tampa, FLL 3368 33682-0055 ENGINEERING, INC. Phone. (813)972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06110767 11 /08/2006 45 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the Building Designer, as defined in ANSI/TPI 1-2002, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 1 1/08/06 H 1 T F 5 )•ti/08/061 HIT F 9 11/08/06 H7 l 13 11/08106 H10 _ 17 11108/06 T13T 21 111/081061 AT15C 25 111/08/061 H24 29 11/08106 GE19 33 11 88106 MV6_ r37 11IOBI06 Va ( 41 111108/061 TEJ7 45 111/081061 CJ1 Date Mark 1 2 111/08106 H2T [-6 --j 11/08I061 HS 10 11/08/06 HB to tt/OB/06 H11 18 11108/06 G147 22_ 11/OBI06 G21 26 Ill108/06 T 15 30 111/08I06 MV12 34 1 V08106 MVa 38 11 1/08/06 HJ7 12 11I08106 CJS Date Mark t 3 111/081061 H3T I F777 11/O9/06 H5T 11 _ 11/OBI06 T9 15 1 1IOB/06 H 12 19 11I08I06 AT15 23 111/081061 H22 27 11/08/06 H25 31 11I08I061 MV10 35 111108t06 MV2 39 111/08/06 HJ3 a3 11/08/061 cJ3 l Date Mark _ a _t 1108/06 H4 I 8I t 1108106 H6 12 111I08I06 T9T 16 i11108106 T/3 20 11/08/06 AT15B 24 i 1/08I061 H23 ( 28 t 1/08I06 H25A 32 11/08/06 MVB 36 11I08I06 V8 40 t t108106 EJ7 as 111/08/061 EJ3 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 Root Ht. - 25 FT Exposure Catergory - B Occupancy Factor - 1.00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Desiggn Engineer: Vuong Phan License u: 62111 Address: P.O. Box 280055, Tampa, FL 33682 -NG PA04, 0 •,....� '4 �i� : • Pip, 62111 Sf ATE OF •: Ptpg10P ••G /ONA%- Date Sealed: 11/8/2006 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: SB33SHRT - ENGLE HOMES/SB33SHRT/M#3786 BOBBINS Tampa, FL 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 T05112429 11 /23/2005 8 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the 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 1 1111231051 H40 1 1 2 111/23/051 H41 1 1 3 11/23/05 M41 5 111/231051 EJ7P 1 1 6 111/231051 CJ5P 1 7 11/23/05 CJ3P Date Mark 4 11/23/05 HJ7P 8 11/23/05 CJ1P Standard Loading: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Michael S. Magid License u: 53681 Address: P.O. Box 280055. Tampa, FL 33682 '0 061,11 age gilt too r : , U No, 53651 E' TASTE 0 -T- A / , -2,00 2 Date Sealed: 11/23/2005 SB32AT-ML1 FL Woodford Plvwood 1504 S Mock Rd Albanv GA 31705 800-342-6400 NOTE: 2006.1 Albwabb Stress Design LOAD TABLE 2 BEAMS 1.75 X 16.000 LP LVL2950Fb-2.0E 1. THIS COMPONENT S DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES) . OTHERS. VERIFICATION OF LOADING, DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIMITATIONS FRAMING METHODS WIND AND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) BRACING. AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM . TO LOAD LDF ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE FT-IN-SX FT-IN-SX PROJECT ENGINEER OR ARCHITECT. I DISCLAIM ALL UNIFORM ROOF LIVE TOP 365 PLF 06-08-00 10-00-00 1.25 RESPONSIBILITY FOR ALL PLANS, SPECIFICATIONS UNIFORM ROOF DEAD TOP 219 PLF 06-08-00 10-00-00 0.90 OR OTHER DOCUMENTS THAT MAY BE USED TO UNIFORM WALL DEAD TOP 110 PLF 00-00-00 10-00-00 0.90 INCORPORATE THIS COMPONENTINTO THE UNIFORM ROOF LIVE TOP 105 PLF 00-00-00 04-08-00 1.25 BUILDING DESIGN. UNIFORM ROOF DEAD TOP 63 PLF 00-00-00 04-08-00 0.90 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM BEAM WEIGHT 16 PLF 00-00-00 10-00-00 0.90 LATERAL STABILITY. CONCENTRATED ROOF LIVE TOP 5000 LBS 05-08-00 MINBRG=2.50" 1.25 3. DO NOT CUT, NOTCH OR DRILL LP LVL. CONCENTRATED ROOF DEAD TOP 3000 LBS 05-08-00 MINBRG=2. 50" 0.90 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING WARNING NOTES: LP LVL TO SIZE. 6. THIS LP LVL S TO BE USED AS A THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I -JOISTS IS MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW 7. PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL. EACH END OF COMPONENT. UL51UN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF LP LVL, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3.112-) NAILS AT 12. OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131'. 16d SINKERS (3-114-) MAYBE USED, BUT HALF MUST BE DRIVEN FROM II DISTRIBUTED TO AL LIES. SADDITIONAL T BE EQUALLY I SUPPORT REACTIONS (LBS): MAXIMUM B E A R I N G 14 U M B E R 1 DOWN 5022 6969 UPLIFT --- --- MIN BEARING SIZES (IN-SX) 3- 0 3- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.08" 0.49" 'DEAD LOAD 0.09" TOTAL LOAD 0.14" 0.65" Handling 8 Erection mrary and permanerd bracing for holding cenrponerd to and for resisting lateral forces shag be designed and led by others. No bads are to be applied to the anent until after all the barring and festering are Noted. At ne time shag bads greater than design bads b ad to UM component. ign Criteria design and material specified are in substantial arniry ivith the latest revisions of Nos and AITC.' Dead deflection includes ad%Lutm rd factor for veep. Total bay ction is Instantaneom. 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 12 0 r 16.000 1.750 3.500 CROSS SECTION 10- 0- 0 THIS DRAWING IS NOT TO SCALE :ellaneous Information we of this component shot be specified by the designer of the *I- sbUctue. Obtain tag the necessary code conplance approval instnctiom from the designers of the conpate stncue before g this cenpannem. If the design criteria listed above does no: meet I Wking code regtirements, do not the this design. When this ring Is signed and sealed, the structwal design is approved as shov is drawing based an data provided by the -tourer. LP LVL and LP 14olsts are mde vithnt4 camber and wit deflect dsder bad. d In direct contact with conflate most be protected as re@ired by n. Condrslow lateral support is assumed (coal, floor beam etc.). LP I rot provide on -site inspection. This drawing Innt have an iled's or Engneees seal efixed to be considered an Engineering P LVL and CTR, LP I -Joist Specifications Supports and connections for LP LVL and CTR, LP I -Joists to be specific applications. Commn nails driven parallel to pone lines shall be spaced a minimsn of 4- for 1Do and 3' for ed. Do rot cu4, not&L dril or after LP LVL and CTR. LP I -Joists except as shown in P.ftshed material Irons LP any we of LP LVL and CTR. LP I -Joists contrary to the snits set forth hereon.negates arty express v ranty of the product and LP discbirro all inpeed warranties irclahrig the implied warranties of rrerchantabigry and fitness I., a penicilar_a. A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR LP is a registered trademark of Louisiana-Pacific Corporation. DESIGN CRITERIA VSI: 0.51 SI: 0.45 LIVE LOAD = 30 PSF DEAD LOAD = 18 PSF TOTAL. LOAD 48 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 A IIER 622 ICBO ER-5004 L.A. City RR 25167 CCMC 11518-R WISCONSIN 200124-W N.Y. CITY MEA 97-94-E HUD MR 1214D LP Engineered Wood Products 11103106 �'1 SBCCT 2706 Highway 421 North Wilmington, NC 28401 Local 910.762.9878 National Wets 800.999.9105 DWG a 0611-022 SHEET # 1 of 1 ML1-SB32AT FL East Coast Truss 2006.1 Allowable Stress Design NOTE: LOAD TABLE 2 BEAMS 1.75 X 16.000 LP LVL2650Fb-1.9E 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CA(1)). OTHER LOAD CASES DESIGN CONSISTS OF 2 - PLIES FASTENED SE THE VERTICAL LOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS SE (1)RED. TOGETHER ( REFER TO NOTES) . LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX OR ARCHITECT. UNIFORM ROOF LIVE TOP 365 PLF 06-08-00 30-00-00 1.25 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF DEAD TOP 219 PLF 06-08-00 10-00-00 0.90 LATERAL STABILITY. UNIFORM WALL DEAD TOP 110 PLF 00-00-00 30-00-00 0.90 3. DO NOT CUT, NOTCH OR DRILL LP LVL. UNIFORM ROOF LIVE TOP 105 PLF 00-00-00 04-08-00 1.25 4. SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM ROOF DEAD TOP 63 PLF 00-00-00 04-08-00 0.90 5. VERIFY DIMENSIONS BEFORE CUTTING UNIFORM BEAM WEIGHT 16 PLF 00-00-00 10-00-00 0.90 LP LVL TO SIZE. CONCENTRATED ROOF LIVE TOP 5000 LBS 05-08-00 MINBRG-2.50" 1.25 6. THIS LP LVL IS TO BE USED AS A CONCENTRATED ROOF DEAD TOP 3000 LBS 05-08-00 MINBRG-2 . 50" 0.90 ROOF BEAM ONLY. MAKE PROVISION FOR ADEQUATE DRAINAGE. WARNING NOTES: 7. PROVIDE COMPRESSION EDGE BRACING AT EACH END OF COMPONENT. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. APPLIED TO TOP EDGE OF LP LVL, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH THE TWO PLIES WITH 3 ROWS OF 160 (3.12-) NAILS AT 12' OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131'. 18d SINKERS (3.1/4-) MAY BE USED, BUT HALF MUST BE DRIVEN FROM II DISTRIBUTED TO ALL PLIES. ADDITIONAL SUPPORT REACTIONS (LBS): MAXIMUM B E A R I N G N U M B E R 1 2 DOWN 5022 6969 UPLIFT --- --- MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.08" 0.49" -DEAD LOAD 0.09" TOTAL LOAD 0.14" 0.65" 8 Erection 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. Information 1 16.000 1.750 13. 500 CROSS SECTION poetry and permanent bracing for holding component The use of this component Shall be specified by the designer of me Ib and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval coed by others. No bads are to be spoiled to Me and instructions from the designera of me complete structure before using ponent until after all the framing and fastening am this component. It the design chats a listed above does rot meet local plated. At no time shag bads greater than design loads building coos requirements, do not use this design, When this drawing is ppgad to the component. signed and seeped, the structural design la approved as shown in this drawing based on darn provided by me customer. LP LVL and CTR. LP I n Cfllade 9 I -)clip are made without camber and wig tleflsct under bee. Wood In design and material specified are in substandal direct contact with concrete must be protected as required by code. ormly with the latest revislou of NOS and AITC.' Continuous lateral support Is assumed (wag, floor beam, etc.). LP does no d load defleUlort Inc odes adjustment Is= for creep. provide on-sge Inspection. This drawing must have an Archaecrs or I bad deflection is Instantaneous. Englneer's seal efued to be considered an Engineering document. File: C:1RobbinsUobs1SB32A R\ voode.SPX MSI: 0.57 DESIGN CRITERIA VSI: 0.46 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 1 ICBO ER-5004 L.A. City RR 25167 CCMC 11518-R WISCONSIN 200124-W NER 622 N.Y. CITY MEA 97-94-E HUD MR 1214D 12 0 r 30- 0- 0 iiL ^' THIS DRAWING IS NOT TO SCALE '^ P LVL and CTR, LP I -Joist Specifications Software Provided By: 11102106 SBCCS Supports and connections for LP LVL and CTR. LP I-Jolsu to be specific applications. LP Engineered Wood Products Common nails amen parallel to glue lines snail be spaced a minimum of 4' for top 2706 Highway 421 North and 3' for lid. Wilmington. INC 28401 Do not out. nOMh. drill or alter LP LVL and CTR, LP IJoism except as shown in Local 910.762.9878 published material from LP any use of LP LVL and CTR, LP WOWS contrary to Me limits set forth hemon,negams any express warranty of the product and LP diedalms National Wets 800.999.9105 all Implied warranties including me Implied warranties of merchantability and fitness for a panioular use. DWG # A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR LP is a registered trademark of Louisiana-PacificLP is a registered trademark of Louisiana-Pacific Corporabon. I SHEET Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT24 4 M100 160108 10600 0 0 ENGLE/SB32ATF/M#13007 1-6-0 HO 1-6-0 TC, 4x6 3x3 3x3 A Q R B 2x3 W-400 R: 926 BCj i 6-01 2-0-0 6-0 16- 3- 0 3x3 3x3 (W)3x4 3x3 3x3 G I S2 S T P O S1 N H J M 4x4 3x3 (W)3x4 3x3 lx4 lx4 3x3 Common Diagonal: 1-3-0 -a- 1- 8 16-1-8 - - ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- B -P 0.27 0 T 0.00 0.27 Online Plus -- Version 19.0.028 P -O 0.61 1512 T 0.13 0.48 RUN DATE: 08-NOV-06 0 -S1 0.57 2367 T 0.22 0.35 S1-N 0.61 2367 T 0.22 0.39 CSI -Size- ----Lumber---- N -H 0.58 2700 T 0.56 0.02 TC 0.40 4x 2 SP-#2 H -J 0.66 2700 T 0.56 0.10 BC 0.66 4x 2 SP-#2 J -M 0.63 2700 T 0.56 0.07 WB 0.45 4x 2 SP-#3 M -L 0.66 2337 T 0.21 0.45 L -K 0.59 1452 T 0.12 0.47 Brace truss as follows: K -D 0.28 0 T 0.00 0.28 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 16- 1- 8 B -A 0.09 505 C BC Cont. 0- 0- 0 16- 1- 8 B -A 0.09 505 C A -P 0.45 1133 T Loading Live Dead (psf) P -Q 0.21 1056 C TC 40.0 10.0 Q -O 0.26 653 T BC 0.0 5.0 O -R 0.12 618 C Total 40.0 15.0 55.0 R -N 0.13 344 T Spacing 24.0" N -G 0.09 276 C Lumber Duration Factor 1.00 H -G 0.07 208 C Plate Duration Factor 1.00 J -I 0.07 208 C TC Fb=1.15 Fc=1.10 Ft=1.10 I -M 0.09 306 C BC Fb=1.10 Fc=1.10 Ft=1.10 M -S 0.14 368 T S -L 0.12 639 C Plus 1 UBC LL Load Case(s) L -T 0.27 675 T Plus 1 BC LL Load Case(s) T -K 0.21 1067 C K -C 0.43 1091 T Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 927 0 4- 0 1- 8 D 927 0 8- 0 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -Q 0.36 801 C 0.00 0.36 Q -R 0.40 1951 C 0.04 0.36 R -G 0.23 2601 C 0.07 0.16 G -I 0.26 2700 C 0.10 0.16 I -S2 0.22 2587 C 0.07 0.15 S2-S 0.23 2587 C 0.07 0.16 S -T 0.38 1907 C 0.04 0.34 T -C 0.34 733 C 0.00 0.34 D -C 0.09 506 C D -C 0.09 506 C TL Defl -0.20" in H -J L/926 LL Defl -0.15" in H -J L/999 DL Defl -0.12" at H L/999 Shear // Grain in N -H 0.34 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr-0.5 0.78 T LOCK 3.Ox 3.0-0.2 Ctr 0.95 C LOCK 4.Ox 6.0 Ctr-0.5 0.78 P LOCK 4.Ox 4.0-0.2 0.5 0.92 L 3x3 HO 1-6-0 1x3 4x6 C E �W Ilritf- D K F 2x3 4x4 �lx33� i I i W:806 R: 927 8-0-0 Scale: 0.383" = 1 N LOCK 3.Ox 3.0-0.1 Ctr 0.79 H LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.0x 4.0 Ctr 0.5 0.98 M LOCK 3.Ox 3.0 0.1 Ctr 0.79 L LOCK 3.Ox 3.0 0.2 Ctr 0.93 K LOCK 4.Ox 4.0 Ctr 0.5 0.97 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 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 2700 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Robbins Engineenng, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/82006 10:05:37 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FG2l 1*2P FLAT 70800 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 TC------ ------ 7-8-0 -- -- --- ------' I #7x12 #3x6 2x4 #7xl2 G H Fall!lr 1-6-0 #6x8 F E 6x8 r 3x8 3x10 t, � MINIMUM OF 8.5" BEARING j I REQUIRED. I ' ' � w:400 I w:aoo R:11640 R:3258 U:4329 BC;- -- 7_8-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.739" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 fffffffffffffff • 2-Ply Truss •fffffffffliff♦ CSI -Size- ----Lumber---- TC 0.27 2x 6 SP-#2 BC 0.48 2x 4 SP-#2 WB 0.73 2x 4 SP-#3 EX D -A 2x 8 SP-SS EX C -B 2x 8 SP-SS Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 8- 0 BC Cont. 0- 0- 0 7- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 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' 7.7' BC V 0 10 0.0' 7.7' TC V 0 110 0.0' 7.7' TC V 5239 3143 0.5' CL-LB Load Case # 2 NonStandard Load Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 7.7' BC V 0 10 0.0' 7.7' TC V 0 110 0.0' 7.7' TC V 482 178 0.0' 7.7' TC V 5239 3143 0.5' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Cases) Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 11640 4330 4- 0 6-14 •• Hz = -35 C 3258 0 4- 0 1-15 Hz = 36 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -G 0.27 4126 C 0.01 0.26 G -H 0.26 4148 C 0.01 0.25 H -B 0.27 4148 C 0.01 0.26 --------Bottom Chords --------- * -F 0.11 25 T 0.00 0.11 F -E 0.48 4126 T 0.38 0.10 E -C 0.10 25 T 0.00 0.10 ------------- Webs ------------- D -A 0.22 11583 C WindLd A -F 0.73 4573 T F -G 0.15 1995 C G -E 0.02 132 T E -H 0.15 2000 C E -B 0.73 4597 T C -B 0.06 3207 C WindLd TL Defl -0.05" in F -E L/999 LL Defl -0.03" in F -E L/999 DL Defl 0.00" at L/999 Shear // Grain in A -G 0.41 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 7.Oxl2.0-1.2 0.6 0.74 B# LOCK 7.Oxl2.0 1.2 1.1 0.74 D# LOCK 6.Ox 8.0-0.1 0.5 0.78 F LOCK 3.Ox 8.0-0.5 Ctr 0.91 E LOCK 3.0x10.0 1.0 Ctr 0.97 C# LOCK 6.Ox 8.0 Ctr 0.5 0.21 # = Plate Monitor used 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 2 COMPLETE TRUSSES REQUIRED. Robbins Engineering, Inc./Online PlusT" 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/82006 10:05:23 AM Pagel Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 2 9 17 0 BC 1 12 24 0 WH 1 8 8 Plus clusters of nails where shown. Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 11583 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JIB + Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32ATF FTI 1 M100 240108 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 TCI 24-1-8 1 1-6-0 _I. B 2x3 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 1x412 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 A X Y Z AA BB CC DD EE FF GG HH II JJ KK LL MM NN C E D 2x3 W V U T S R Q P O N M L K J I H G F lx4 lx4 lx4 lx4 lx4 lx4 lx4S1 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx3 (W)3x4 Common Diagonal: 1-2-8 24- 3- 0 BC 24-1-8 ... 24-1-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" T -S 0.21 0 T 0.00 0.21 S -R 0.21 0 T 0.00 0.21 Online Plus -- Version 19.0.028 R -Q 0.20 0 T 0.00 0.20 RUN DATE: 08-NOV-06 Q -S1 0.10 0 T 0.00 0.10 S1-P 0.10 0 T 0.00 0.10 CSI -Size- ----Lumber---- P -O 0.20 0 T 0.00 0.20 TC 0.08 4x 2 SP-#2 O -N 0.21 0 T 0.00 0.21 BC 0.21 4x 2 SP-112 N -M 0.21 0 T 0.00 0.21 WB 0.12 4x 2 SP-#3 M -L 0.21 0 T 0.00 0.21 L -K 0.21 0 T 0.00 0.21 Brace truss as follows: K -J 0.21 0 T 0.00 0.21 O.C. From To J -I 0.21 0 T 0.00 0.21 TC Cont. 0- 0- 0 24- 1- 8 I -H 0.21 0 T 0.00 0.21 BC Cont. 0- 0- 0 24- 1- 8 H -G 0.21 0 T 0.00 0.21 G -D 0.14 0 T 0.00 0.14 Loading Live Dead (psf) ------------- Webs ------------- TC 40.0 10.0 B -A 0.10 44 C 0.00 0.10 BC 0.0 5.0 B -A 0.11 44 C 0.00 0.11 Total 40.0 15.0 55.0 W -X 0.12 138 C 0.00 0.12 Spacing 24.0" V -Y 0.12 132 C 0.00 0.12 Lumber Duration Factor 1.00 U -Z 0.12 133 C 0.00 0.12 Plate Duration Factor 1.00 T -AA 0.12 133 C 0.00 0.12 TC Fb=1.15 Fc=1.10 Ft=1.10 S -BB 0.12 133 C 0.00 0.12 BC Fb=1.10 Fc=1.10 Ft=1.10 R -CC 0.12 133 C 0.00 0.12 Q -DD 0.10 133 C 0.00 0.10 Plus 1 UBC LL Load Case(s) P -EE 0.10 133 C 0.00 0.10 O -FF 0.12 133 C 0.00 0.12 Checked for NonConcurrent 200 N -GG 0.12 133 C 0.00 0.12 Lbs Moving Point Load applied M -HH 0.12 133 C 0.00 0.12 at Panel Points and Mid -panel L -II 0.12 133 C 0.00 0.12 on BC K -11 0.12 133 C 0.00 0.12 J -KK 0.12 133 C 0.00 0.12 Jt React Uplft Size Rect'd I -LL 0.12 133 C 0.00 0.12 Lbs Lbs In-Sx In-Sx H -MM 0.12 134 C 0.00 0.12 Cont. Brg 0- 0- 0 to 24- 1- 8 G -NN 0.12 125 C 0.00 0.12 2654 0 Hz = 0 D -C 0.07 36 C 0.00 0.07 D -C 0.07 36 C 0.00 0.07 Membr CSI P Lbs AxI-CSI-Bnd ----------Top Chords---------- TL Defl 0.00" in D -D L/999 A -X 0.08 29 C 0.00 0.08 LL Defl 0.00" in B -W L/999 X -Y 0.08 18 C 0.00 0.08 DL Defl 0.00" at L/999 Y -Z 0.07 18 C 0.00 0.07 Shear // Grain in D -D 0.32 Z -AA 0.07 16 C 0.00 0.07 AA -BB 0.07 15 C 0.00 0.07 Plates for each ply each face. BB -CC 0.07 14 C 0.00 0.07 PLATING CONFORMS TO TPI. CC-DD 0.07 13 C 0.00 0.07 REPORTS: SBCCI 9761 DD-EE 0.07 11 C 0.00 0.07 ROBBINS ENGINEERING, INC. EE-FF 0.07 11 C 0.00 0.07 USING GROSS AREA TEST. FF-GG 0.07 11 C 0.00 0.07 Plate - LOCK 20 Ga, Gross Area GG-S2 0.07 11 C 0.00 0.07 Plate - RHS 20 Ga, Gross Area S2-HH 0.07 11 C 0.00 0.07 it Type Plt Size X Y JSI HH-II 0.07 11 C 0.00 0.07 X LOCK 1.Ox 4.0 Ctr-0.5 0.98 II-11 0.07 11 C 0.00 0.07 Y LOCK 1.Ox 4.0 Ctr-0.5 0.98 JJ-KK 0.07 11 C 0.00 0.07 Z LOCK 1.Ox 4.0 Ctr-0.5 0.98 KK-LL 0.07 11 C 0.00 0.07 AA LOCK 1.Ox 4.0 Ctr-0.5 0.98 LL-MM 0.07 11 C 0.00 0.07 BB LOCK 1.Ox 4.0 Ctr-0.5 0.98 MM-NN 0.08 11 C 0.00 0.08 CC LOCK 1.Ox 4.0 Ctr-0.5 0.98 NN-C 0.06 20 C 0.00 0.06 DD LOCK 1.Ox 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- EE LOCK 1.0x 4.0 Ctr-0.5 0.98 B -W 0.20 0 T 0.00 0.20 FF LOCK 1.Ox 4.0 Ctr-0.5 0.98 W -V 0.21 0 T 0.00 0.21 GG LOCK 1.Ox 4.0 Ctr-0.5 0.98 V -U 0.21 0 T 0.00 0.21 HH LOCK 1.Ox 4.0 Ctr-0.5 0.98 U -T 0.21 0 T 0.00 0.21 II LOCK 1.Ox 4.0 Ctr-0.5 0.98 Scale: 0.261" = 1' JJ LOCK 1.Ox 4.0 Ctr-0.5 0.98 KK LOCK 1.Ox 4.0 Ctr-0.5 0.98 LL LOCK 1.Ox 4.0 Ctr-0.5 0.98 MM LOCK 1.Ox 4.0 Ctr-0.5 0.98 NN LOCK 1.Ox 4.0 Ctr-0.5 0.98 W LOCK 1.Ox 4.0 Ctr 0.5 0.98 V LOCK 1.Ox 4.0 Ctr 0.5 0.98 U LOCK 1.Ox 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.Ox 4.0 Ctr 0.5 0.98 Q LOCK 1.Ox 4.0 Ctr 0.5 0.98 P LOCK 1.Ox 4.0 Ctr 0.5 0.98 O LOCK 1.Ox 4.0 Ctr 0.5 0.98 N LOCK 1.Ox 4.0 Ctr 0.5 0.98 M LOCK 1.Ox 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.Ox 4.0 Ctr 0.5 0.98 H LOCK 1.Ox 4.0 Ctr 0.5 0.98 G 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 138 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JIB Robbins Engineering. Inc./Online Plus'- 0 1996-2006 Version 19.0.028 Engineering . Portrait 11/8/2006 10:05:24 AM Page 1 . Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT2 5 M100 240108 10600 0 0 I ENGLE/SB32ATF/M#13007 HO 1-6-0 N N HO 1-6-0 .TC.:. - - - - -- - -- - ,1-274-•1-3-9.' 2-0_0-_i:r- -- -- - - - -- - - -24- 3- 0 - - -- -- - ------ --- - - .._,_ (W)3x6 lx3 5x6 4x4 4x4 3x3 3x3 lx4S2 3x3 3x3 lx43x3 4x4 4x4 5x6 n T U V W AA G I BB X Y Z C E 1-6-0 B IFd \ X�Gf ` `Oej 2x3 S R 5x6 4x4 i W:600 R:1360 BC; • Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.88 4x 2 SP-#2 EX S2-C 4x 2 SP-N1 BC 0.99 4x 2 SP-SS WB 0.69 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 1- 8 BC Cont. 0- 0- 0 24- 1- 8 Loading Live Dead (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) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 1361 0 6- 0 1- 8 D 1373 0 8- 0 1- 8 D 2x3 Q P U H a n n 4x4 3x3 Sl 3x6 lx4 lx4 3x6 4x4 4x4 5x6 (W)20G-RHS-3x10 I (N)lx4 W:800 Common Diagonal: 1-3-0 13-11- 8 --- - - - - i� 13-11-8 24-1-8 - EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.261" = 1' Robbins Engineering, Inc./Online Plus" S -R 0.34 2336 T 0.09 0.25 R -Q 0.46 3989 T 0.43 0.03 Q -P 0.59 5166 T 0.55 0.04 P -S1 0.66 5827 T 0.63 0.03 S1-0 0.65 5827 T 0.63 0.02 O -H 0.94 5843 T 0.63 0.31 H -J 0.99 5843 T 0.63 0.36 J -N 0.99 5843 T 0.63 0.36 N -M 0.62 5180 T 0.56 0.06 M -L 0.44 3967 T 0.42 0.02 L -K 0.34 2258 T 0.09 0.25 K -D 0.14 0 T 0.00 0.14 ------------- Webs ------------- B -A 0.14 743 C B -A 0.14 743 C A -S 0.69 1743 T S -T 0.33 1639 C T -R 0.49 1246 T R -U 0.24 1211 C U -Q 0.35 892 T Q -V 0.17 856 C V -P 0.20 501 T P -W 0.09 481 C W -O 0.09 231 T o -AA 0.03 198 C o -G 0.13 338 T H -G 0.03 153 C J -I 0.14 356 T I -N 0.18 942 C N -BB 0.09 233 T N -X 0.18 450 T X -M 0.17 879 C M -Y 0.36 916 T Y -L 0.25 1254 C L -Z 0.51 1287 T Z -K 0.33 1667 C K -C 0.67 1690 T D -C 0.14 751 C D -C 0.14 751 C Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- TL Defl -0.95" in 0 -H L/290 A -T 0.35 1233 C 0.01 0.34 LL Defl -0.70" in 0 -H L/394 T -U 0.44 3174 C 0.10 0.34 DL Defl -0.51" at H L/544 U -V 0.58 4589 C 0.34 0.24 Shear // Grain in I -BB 0.41 V -W 0.88 5503 C 0.53 0.35 W -AA 0.51 5983 C 0.38 0.13 Plates for each ply each face. AA-S2 0.58 5983 C 0.43 0.15 PLATING CONFORMS TO TPI. S2-G 0.68 5983 C 0.34 0.34 REPORTS: SBCCI 9761 G -I 0.87 5843 C 0.29 0.58 ROBBINS ENGINEERING, INC. I -BB 0.83 5382 C 0.25 0.58 USING GROSS AREA TEST. BB-X 0.38 5382 C 0.25 0.13 Plate - LOCK 20 Ga, Gross Area X -Y 0.55 4584 C 0.31 0.24 Plate - RHS 20 Ga, Gross Area Y -Z 0.33 3124 C 0.08 0.25 Jt Type Plt Size X Y JSI Z -C 0.26 1135 C 0.01 0.25 A LOCK 5.Ox 6.0 Ctr-1.0 0.97 --------Bottom Chords--------- T LOCK 4.Ox 4.0 0.5-0.5 0.98 B -S 0.14 0 T 0.00 0.14 U LOCK 4.Ox 4.0 Ctr-0.5 0.80 AA LOCK 1.0x 4.0 Ctr-0.5 0.98 BB LOCK 1.Ox 4.0 Ctr-0.5 0.98 Y LOCK 4.Ox 4.0 Ctr-0.5 0.82 Z LOCK 4.Ox 4.0-0.5-0.5 1.00 C LOCK 5.Ox 6.0 Ctr-1.0 0.94 S LOCK 5.Ox 6.0 Ctr 1.0 0.97 R LOCK 4.Ox 4.0-0.5 0.5 0.94 Q LOCK 4.Ox 4.0 Ctr 0.5 0.80 H LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.Ox 4.0 Ctr 0.5 0.98 M LOCK 4.Ox 4.0 Ctr 0.5 0.82 L LOCK 4.Ox 4.0 0.5 0.5 0.97 K LOCK 5.Ox 6.0 Ctr 1.0 0.94 REFER TO ROBBINS ENG. GENERAL. NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 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 5983 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Robbins Engineering, Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering - Portrait 11182006 10:05:25 AM Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Errgineeririg SB32ATF FT3 2 M100 231008 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 R O HO 1-6-0 TC_ O I1-2-4.. . ._ -?-0-0- N N (W)-3x6 24- 0- 0 S2 lx3 5x6 4x4 4x4 3x3 3x3 lx4 3x3 3x3 1x43x3 4x4 4x4 5x6 A T U V W AA G I BB X Y Z CE 1-6-0 B D 2x3 S R Q P O H J N M L K F 2x3 5x6 4x4 4x4 3x3 S13x6 lx4 lx4 3x6 4x4 4x4 5x6 lx3 (W)20G-RHS-3x10 (N)lx4 I � HGR Common Diagonal: 1-3-0 W:800 R:1347 R:1359 13- 8- 8-- -- - - -I: .BC, -- 13-8_8 23-10-8 - - - - - - EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.263" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.85 4. 2 SP-#2 EX S2-C 4x 2 SP-#1 BC 0.99 4x 2 SP-#1 EX S1-D 4x 2 SP-SS WB 0.69 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 23-10- 8 BC Cont. 0- 0- 0 23-10- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 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) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 1347 0 3- 8 1- 8 D 1359 0 8- 0 1- 8 Robbins Engineering, Inc./Online P1us- B -S 0.22 0 T 0.00 0.22 S -R 0.53 2310 T 0.14 0.39 R -Q 0.68 3939 T 0.64 0.04 Q -P 0.89 5092 T 0.83 0.06 P -S1 0.99 5729 T 0.94 0.05 S1-O 0.63 5729 T 0.62 0.01 O -H 0.92 5736 T 0.62 0.30 H -J 0.95 5736 T 0.62 0.33 J -N 0.95 5736 T 0.62 0.33 N -M 0.60 5103 T 0.55 0.05 M -L 0.44 3916 T 0.42 0.02 L -K 0.34 2232 T 0.09 0.25 K -D 0.15 0 T 0.00 0.15 ------------- Webs ------------- B -A 0.14 736 C B -A 0.14 736 C A -S 0.69 1724 T S -T 0.32 1621 C T -R 0.49 1227 T R -U 0.24 1193 C U -Q 0.35 874 T Q -V 0.16 839 C V -P 0.19 485 T P -W 0.09 461 C W -O 0.08 209 T 0 -AA 0.03 184 C 0 -G 0.14 360 T H -G 0.03 180 C J -i 0.13 332 T I -N 0.17 891 C N -BB 0.08 217 T N -X 0.17 437 T X -M 0.17 861 C M -Y 0.35 897 T Y -L 0.24 1234 C L -Z 0.50 1268 T Z -K 0.33 1648 C K -C 0.67 1671 T D -C 0.14 743 C D -C 0.14 743 C Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- TL Defl -0.90" in O -H L/304 A -T 0.35 1219 C 0.01 0.34 LL Defl -0.67" in O -H L/412 T -U 0.44 3136 C 0.10 0.34 DL Defl -0.48" at H L/568 U -V 0.57 4527 C 0.33 0.24 Shear // Grain in I -BB 0.39 V -S2 0.85 5418 C 0.51 0.34 S2-w 0.46 5418 C 0.43 0.03 Plates for each ply each face. W -AA 0.40 5864 C 0.29 0.11 PLATING CONFORMS TO TPI. AA-G 0.63 5864 C 0.29 0.34 REPORTS: SBCCi 9761 G -I 0.82 5736 C 0.28 0.54 ROBBINS ENGINEERING, INC. I -BB 0.78 5300 C 0.24 0.54 USING GROSS AREA TEST. BB-X 0.37 5300 C 0.24 0.13 Plate - LOCK 20 Ga, Gross Area X -Y 0.54 4520 C 0.30 0.24 Plate - RHS 20 Ga, Gross Area Y -Z 0.32 3085 C 0.07 0.25 Jt Type Plt Size X Y JSI Z -C 0.26 1122 C 0.01 0.25 A LOCK 5.Ox 6.0 Ctr-1.0 0.96 --------Bottom Chords--------- T LOCK 4.Ox 4.0 0.2-0.5 0.99 U LOCK 4.Ox 4.0 Ctr-0.5 0.78 AA LOCK 1.0x 4.0 Ctr-0.5 0.98 BB LOCK 1.0x 4.0 Ctr-0.5 0.98 Y LOCK 4.Ox 4.0 Ctr-0.5 0.80 Z LOCK 4.Ox 4.0-0.5-0.5 0.99 C LOCK 5.Ox 6.0 Ctr-1.0 0.93 S LOCK 5.Ox 6.0 Ctr 1.0 0.96 R LOCK 4.Ox 4.0-0.2 0.5 0.99 Q LOCK 4.Ox 4.0 Ctr 0.5 0.78 H LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.0x 4.0 Ctr 0.5 0.98 M LOCK 4.Ox 4.0 Ctr 0.5 0.80 L LOCK 4.Ox 4.0 0.5 0.5 0.95 K LOCK 5.Ox 6.0 Ctr 1.0 0.93 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 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 5864 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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-SEARING BLOCK. 4. DESIGNER: JIB Robbins Engineering, Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:25 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32ATF FT3A 2 M100 230808 10600 0 0 ENGLE/SB32ATF/M#13007 1-6-0 HO 1-6-0 0 m 0 0 0 y 0 0 - _ - - ---- --.. _..13- 8- 6 --- - - - ----------� 5x6 4x4 4x4 3x3 3x3 (W)3x6 3x3 ix4 4x4 3x4 A O R S T S2 E G U v B 9-3 P O N M L t' d S1 n 5x6 4x4 4x4 3x3 3x3 lx4 4x4 3x4 HGR Common Diagonal: 1-3-0 (W)20G-RHS-3xl0 R:1337 BC, 13-8-8 23-8-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.96 4x 2 SP-#1 EX S2-C 4x 2 SP-SS BC 0.98 4x 2 SP-SS WB 0.69 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 23- 8- 8 BC Cont. 0- 0- 0 23- 8- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 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 Cases) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 1338 0 3- 8 1- 8 D 1350 0 3- 8 1- 8 Robbins Engineering, Inc./Online P1us- P -0 0.34 2292 T 0.09 0.25 0 -N 0.44 3906 T 0.42 0.02 N -M 0.58 5032 T 0.54 0.04 M -L 0.64 5688 T 0.61 0.03 L -F 0.98 5638 T 0.61 0.37 F -H 0.98 5638 T 0.61 0.37 H -S1 0.86 5116 T 0.55 0.31 S1-K 0.66 5116 T 0.55 0.11 K -J 0.51 3950 T 0.42 0.09 J -i 0.34 2316 T 0.09 0.25 I -D 0.16 0 T 0.00 0.16 ------------- Webs ------------- B -A 0.14 731 C B -A 0.14 731 C A -P 0.68 1711 T P -Q 0.32 1608 C Q -0 0.48 1216 T 0 -R 0.23 1182 C R -N 0.34 855 T N -S 0.16 818 C S -M 0.19 497 T M -T 0.09 477 C T -L 0.05 137 T L -E 0.12 323 T F -E 0.03 193 C H -G 0.07 374 C H -U 0.32 800 T U -K 0.18 899 C K -V 0.33 832 T V -J 0.23 1184 C J -W 0.49 1244 T W -I 0.32 1629 C I -C 0.69 1725 T D -C 0.14 737 C D -C 0.14 737 C TL Defl -0.90" in L -F L/309 LL Defl -0.66" in L -F L/419 DL Defl -0.48" at F . L/580 Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in E -G 0.33 ----------Top Chords ---------- A -Q 0.28 1210 C 0.01 0.27 Plates for each ply each face. Q -R 0.35 3110 C 0.08 0.27 PLATING CONFORMS TO TPI. R -S 0.51 4481 C 0.29 0.22 REPORTS: SBCCI 9761 S -T 0.52 5367 C 0.25 0.27 ROBBINS ENGINEERING, INC. T -S2 0.96 5725 C 0.44 0.52 USING GROSS AREA TEST. S2-E 0.73 5725 C 0.37 0.36 Plate - LOCK 20 Ga, Gross Area E -G 0.59 5638 C 0.21 0.38 Plate - RHS 20 Gar Gross Area G -U 0.59 5638 C 0.21 0.38 it Type Plt Size X Y JSI U -V 0.42 4510 C 0.24 0.18 A LOCK 5.Ox 6.0 Ctr-1.0 0.95 V -W 0.23 3153 C 0.06 0.17 Q LOCK 4.Ox 4.0 0.2-0.5 0.99 W -C 0.18 1220 C 0.01 0.17 R LOCK 4.Ox 4.0 Ctr-0.5 0.76 --------Bottom Chords--------- G LOCK 1.0x 4.0 Ctr-0.5 0.98 B -P 0.14 0 T 0.00 0.14 U LOCK 4.Ox 4.0 Ctr-0.5 0.71 Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:26 AM Page 1 HO 1-6-0 4x4 5x6 W C _ D J 1 2x3 r 4x4 5x6 w:308 R:1350 10-0-0 Scale: 0.266" = 1 V LOCK 3.Ox 4.0-0.5 Ctr 1.00 W LOCK 4.Ox 4.0-0.5-0.5 0.98 C LOCK 5.Ox 6.0 Ctr-1.0 0.96 P LOCK 5.Ox 6.0 Ctr 1.0 0.95 0 LOCK 4.Ox 4.0-0.2 0.5 0.99 N LOCK 4.Ox 4.0 Ctr 0.5 0.76 F LOCK 1.0x 4.0 Ctr 0.5 0.98 H LOCK 4.Ox 4.0 0.5 0.5 0.61 K LOCK 3.Ox 4.0 0.5 Ctr 1.00 J LOCK 4.Ox 4.0 0.5 0.5 0.94 I LOCK 5.Ox 6.0 Ctr 1.0 0.96 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 5725 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32ATF FT4A a Mloo 210708 10600 0 0 ENGLE/SB32ATF/M#13007 1-6-0 HO 1-6-0 TC .-.. _ -. _-. _.. .970 9.70..- 2-0-0 - _i1-1-8: . 11- 7- 8 Sx6 4x4 3x3 3x3 3x3 lx4 lx4 4x4(W)3x4 3x3 A P 0 R S E G T S2 U B 2x3 HGR R:1226 BC� O N M L F H K 5x6 4x4 3x3 S1 3x3 3x3 4x4 3x3 (W)20G-RHS-3x10 Common Diagonal: 1-3-0 11-7-8 i - - -- - - - - - 21-7-8 - --- - EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.94 4x 2 SP-#2 BC 0.97 4x 2 SP-#2 EX S1-D 4x 2 SP-SS WB 0.62 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 7- 8 BC Cont. 0- 0- 0 21- 7- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- B -O 0.27 0 T 0.00 0.27 O -N 0.65 2080 T 0.17 0.48 N -M 0.79 3491 T 0.29 0.50 M -S1 0.97 4418 T 0.92 0.05 S1-L 0.49 4418 T 0.47 0.02 L -F 0.74 4774 T 0.40 0.34 F -H 0.72 4787 T 0.38 0.34 H -K 0.65 4454 T 0.32 0.33 K -J 0.43 3514 T 0.38 0.05 J -I 0.33 2091 T 0.08 0.25 I -D 0.16 0 T 0.00 0.16 ------------- Webs ------------- B -A 0.13 670 C B -A 0.13 670 C A -O 0.62 1554 T O -P 0.29 1458 C P -N 0.42 1067 T N -Q 0.20 1031 C Q -M 0.28 703 T M -R 0.13 674 C R -L 0.17 426 T L -S 0.07 398 C S -F 0.21 530 T F -E 0.06 296 C H -G 0.07 389 C H -T 0.32 820 T T -K 0.14 703 C K -U 0.27 691 T U -J 0.20 1034 C J -V 0.43 1080 T V -I 0.29 1468 C I -C 0.62 1561 T D -C 0.13 673 C D -C 0.13 673 C it React Uplft Size Req'd TL Defl -0.61" in L -F L/414 Lbs Lbs In-Sx In-Sx LL Defl -0.45" in L -F L/561 B 1226 0 3- 8 1- 8 DL Defl -0.33" at F L/768 D 1232 0 3- 8 1- 8 Shear // Grain in E -G 0.37 Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. ----------Top Chords---------- PLATING CONFORMS TO TPI. A -P 0.35 1099 C 0.01 0.34 REPORTS: SBCCI 9761 P -Q 0.42 2798 C 0.08 0.34 ROBBINS ENGINEERING, INC. Q -R 0.53 3965 C 0.27 0.26 USING GROSS AREA TEST. R -S 0.44 4661 C 0.30 0.14 Plate - LOCK 20 Ga, Gross Area S -E 0.77 4787 C 0.13 0.64 Plate - RHS 20 Ga, Gross Area E -G 0.94 4787 C 0.13 0.81 it Type Plt Size X Y JSI G -T 0.94 4787 C 0.13 0.81 A LOCK 5.Ox 6.0 Ctr-1.0 0.87 T -S2 0.49 3979 C 0.28 0.21 P LOCK 4.Ox 4.0 Ctr-0.5 0.95 S2-U 0.58 3980 C 0.28 0.30 Q LOCK 3.Ox 3.0 0.2 Ctr 0.97 U -V 0.41 2818 C 0.08 0.33 E LOCK 1.0x 4.0 Ctr-0.5 0.98 V -C 0.34 1104 C 0.01 0.33 G LOCK 1.0x 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- T LOCK 4.Ox 4.0 Ctr-0.5 0.73 HO 1-6-0 i 4x4 5x6 V C `LRY T D J I 2x3 4x4 5x6 ii W:308 R:1232 10-0_0 Scale: 0.290" = 1 U LOCK 3.Ox 3.0-0.2 Ctr 0.95 V LOCK 4.Ox 4.0 Ctr-0.5 0.96 C LOCK 5.Ox 6.0 Ctr-1.0 0.87 O LOCK 5.Ox 6.0 Ctr 1.0 0.87 N LOCK 4.Ox 4.0 Ctr 0.5 0.95 M LOCK 3.Ox 3.0-0.2 Ctr 0.97 H LOCK 4.Ox 4.0 0.5 0.5 0.63 K LOCK 3.Ox 3.0 0.2 Ctr 0.95 J LOCK 4.Ox 4.0 Ctr 0.5 0.96 i LOCK 5.Ox 6.0 Ctr 1.0 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4787 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8R006 10:05:27 AM Page 1 Job SB32ATF Mark FT4 Quan Type 3 M100 Span P1-H1 Left OH Right OH 210908 10600 0 0 I Engineering ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 lx3 5x6 4x4 3x3 3x3 3x3 lx4 3x3 3x3 (W)3x4 3x3 4x4 5x6 A S T U V G I W S2 X Y C E 1-6-0 B D 9Y3 2x3 R Q P O H J N M L K F p 5x6 4x4 3 3 3x3 3x3 2x3 3x3 3x3 4x4 5x4 lx3 U t (W)20G-RHS-3x10 HGR Common Diagonal: 1-3-0 W:800 R:1235 111:1241 ..BCI'-- --- -- - -- -•-- --11_7=g - - ---------- I -- - -10-2-0 - - ---_----.. - - - - - -- 21-9-8 - - -- --- -17 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.288" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.81 4x 2 SP-#2 BC 0.98 4x 2 SP-#2 EX S1-D 4x 2 SP-SS WB 0.62 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 9- 8 BC Cont. 0- 0- 0 21- 9- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Robbins Engineering, Inc./Online Plus' B -R 0.27 0 T 0.00 0.27 R -Q 0.65 2098 T 0.17 0.48 Q -P 0.79 3527 T 0.74 0.05 P -S1 0.98 4471 T 0.93 0.05 S1-0 0.50 4471 T 0.48 0.02 0 -H 0.74 4841 T 0.40 0.34 H -J 0.82 4871 T 0.39 0.43 J -N 0.82 4871 T 0.39 0.43 N -M 0.52 4455 T 0.48 0.04 M -L 0.41 3491 T 0.15 0.26 L -K 0.33 2018 T 0.08 0.25 K -D 0.15 0 T 0.00 0.15 ------------- Webs ------------- B -A 0.13 675 C B -A 0.13 675 C A -R 0.62 1567 T R -S 0.29 1471 C S -Q 0.43 1079 T Q -T 0.21 1044 C T -P 0.28 716 T P -U 0.13 686 C U -0 0.17 436 T 0 -V 0.08 412 C V -H 0.21 540 T H -G 0.05 288 C J -I 0.15 396 T I -N 0.16 830 C N -W 0.22 572 T W -M 0.14 697 C M -X 0.29 730 T X -L 0.21 1077 C L -Y 0.44 1111 T Y -K 0.30 1489 C K -C 0.60 1512 T D -C 0.13 678 C D -C 0.13 678 C B 1236 0 3- 8 1- 8 TL Defl -0.61" in 0 -H L/408 D 1241 0 8- 0 1- 8 LL Defl -0.45" in 0 -H L/553 DL Defl -0.33" at H L/753 Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in J -N 0.36 ----------Top Chords ---------- A -S 0.35 1108 C 0.01 0.34 Plates for each ply each face. S -T 0.42 2824 C 0.08 0.34 PLATING CONFORMS TO TPI. T -U 0.54 4009 C 0.28 0.26 REPORTS: SBCCI 9761 U -V 0.46 4721 C 0.31 0.15 ROBBINS ENGINEERING, INC. V -G 0.67 4871 C 0.13 0.54 USING GROSS AREA TEST. G -i 0.81 4871 C 0.13 0.68 Plate - LOCK 20 Ga, Gross Area I -W 0.78 4631 C 0.10 0.68 Plate - RHS 20 Ga, Gross Area W -S2 0.49 3982 C 0.28 0.21 Jt Type Plt Size X Y JSI S2-X 0.58 3982 C 0.28 0.30 A LOCK 5.Ox 6.0 Ctr-1.0 0.87 X -Y 0.39 2766 C 0.08 0.31 S LOCK 4.Ox 4.0 Ctr-0.5 0.96 Y -C 0.32 1015 C 0.01 0.31 T LOCK 3.Ox 3.0 0.2 Ctr 0.98 --------Bottom Chords--------- G LOCK 1.0x 4.0 Ctr-0.5 0.98 W LOCK 3.Ox 3.0-0.2 Ctr 1.00 X LOCK 3.Ox 3.0-0.2 Ctr 1.00 Y LOCK 4.Ox 4.0 Ctr-0.5 0.99 C LOCK 5.Ox 6.0 Ctr-1.0 0.84 R LOCK 5.Ox 6.0 Ctr 1.0 0.87 Q LOCK 4.Ox 4.0 Ctr 0.5 0.96 P LOCK 3.Ox 3.0-0.2 Ctr 0.98 J LOCK 2.Ox 3.0 0.2 Ctr 0.60 N LOCK 3.Ox 3.0 0.2 Ctr 1.00 M LOCK 3.Ox 3.0 0.2 Ctr 1.00 L LOCK 4.Ox 4.0 Ctr 0.5 0.99 K LOCK 5.Ox 4.0 0.5 1.0 0.97 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 ps£. 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 4871 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Robbins Engineering, Inc./Online PIUSTM m 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:27 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT7 1 M100 191103 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 TC-1-- --- _ ;1011,!_ 2:0-0 I_8-8_8_8,-- - --- -----. i - - - - - -- - - - ix3 -20- 0-11 -... _._. .. E 4x6 4x4 3x3 3x3 ix4 3x3 3x3 (W)3x4 3x3 4x4 4x6 A R S T G I U S2 V W C 1-6-0 B 2x3 Q P O S1 H J N M L 5x4 4x4 3x3 (W)3x6 3x3 lx4 3x3 3x3 4x4 Common Diagonal: 1-3-0 .9- 9- 3. BCI9-9-3-- -- - - -• - - - 19-11-3 ALL PLATES ARE LOCK20 D R F 2x3 5x4 w: 8pp3 R:1135 Scale: 0.313" = 1' Robbins Engineering, Inc./Online Plus- --------Bottom Chords--------- G LOCK 1.0x 4.0 Ctr-0.5 0.98 B -Q 0.27 0 T 0.00 0.27 W LOCK 4.Ox 4.0 Ctr-0.5 0.86 Online Plus -- Version 19.0.028 Q -P 0.64 1910 T 0.16 0.48 C LOCK 4.Ox 6.0 Ctr-0.5 0.98 RUN DATE: 08-NOV-06 P -0 0.76 3161 T 0.27 0.49 Q LOCK 5.Ox 4.0-0.5 1.0 0.95 0 -S1 0.86 3925 T 0.82 0.04 P LOCK 4.Ox 4.0 Ctr 0.5 0.85 CSI -Size- ----Lumber---- S1-H 0.90 3925 T 0.82 0.08 J LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.49 4x 2 SP-#2 H -J 0.99 4098 T 0.86 0.13 L LOCK 4.Ox 4.0 Ctr 0.5 0.86 BC 0.99 4x 2 SP-#2 J -N 0.90 4098 T 0.86 0.04 K LOCK 5.Ox 4.0 0.2 1.0 0.98 WB 0.57 4x 2 SP-#3 N -M 0.86 3887 T 0.81 0.05 M -L 0.75 3105 T 0.26 0.49 Brace truss as follows: L -K 0.63 1827 T 0.15 0.48 REFER TO ROBBINS ENG. GENERAL O.C. From To K -D 0.28 0 T 0.00 0.28 NOTES AND SYMBOLS SHEET FOR TC Cont. 0- 0- 0 19-11- 3-------------Webs------------- ADDITIONAL SPECIFICATIONS. BC Cont. 0- 0- 0 19-11- 3 B -A 0.12 621 C B -A 0.12 621 C NOTES: Loading Live Dead (psf) A -Q 0.57 1427 T Trusses Manufactured by: TC 40.0 10.0 Q -R 0.27 1338 C East Coast Lumber BC 0.0 5.0 R -P 0.38 949 T Analysis Conforms To: Total 40.0 15.0 55.0 P -S 0.18 910 C FBC2004 Spacing 24.0" S -0 0.22 572 T Design checked for LL on BC Lumber Duration Factor 1.00 0 -T 0.11 561 C per BOCA (section 1606.2.3), Plate Duration Factor 1.00 T -H 0.12 306 T IBC/IRC-2003 and FBC 2004 TC Fb=1.15 Fc=1.10 Ft=1.10 H -G 0.03 170 C (section 1607.1), 20.0 psf. BC Fb=1.10 Fc=1.10 Ft=1.10 J -I 0.06 166 T Design checked for 10 psf non - I -N 0.08 264 C concurrent LL on BC. Plus 1 UBC LL Load Case(s) N -U 0.09 230 T Provide 2X6 continuous Plus 1 BC LL Load Case(s) U -M 0.11 565 C strongbacks (on edge) every M -V 0.23 593 T 10.0 Ft. Fasten to each Checked for NonConcurrent 200 V -L 0.18 932 C truss w/ 3-16d nails at Lbs Moving Point Load applied L -W 0.38 967 T truss member(s). at Panel Points and Mid -panel W -K 0.27 1346 C This truss must be installed on BC K -C 0.54 1370 T as shown. It cannot be D -C 0.12 620 C installed upside-down. Jt React Uplft Size Req'd D -C 0.12 620 C Max comp. force 4099 Lbs Lbs Lbs In-Sx In-Sx Quality Control Factor 1.25 B 1137 0 5-11 1- 8 TL Defl -0.43" in H -J L/520 D 1135 0 8- 0 1- 8 LL Defl -0.32" in H -J L/701 FABRICATOR NOTES: DL Defl -0.23" at J L/968 1. EAST COAST LUMBER 6 SUPPLY Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in S1-H 0.46 MAURICE A. SHASHOUA, ----------Top Chords---------- P.E.#EB5251 6 19554 A -R 0.35 1009 C 0.01 0.34 Plates for each ply each face. 5285 ST. LUCIE BLVD. R -S 0.40 2548 C 0.06 0.34 PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 S -T 0.49 3546 C 0.22 0.27 REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-B1 T -G 0.35 4099 C 0.18 0.17 ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE G -I 0.47 4099 C 0.25 0.22 USING GROSS AREA TEST. HANDLING , INSTALLING 6 I -U 0.33 3991 C 0.16 0.17 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. U -S2 0.37 3504 C 0.22 0.15 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET S2-V 0.48 3504 C 0.22 0.26 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. V -W 0.37 2478 C 0.06 0.31 A LOCK 4.Ox 6.0 Ctr-0.5 0.98 2-TBRACE. 3-BEARING BLOCK. W -C 0.31 920 C 0.00 0.31 R LOCK 4.Ox 4.0 Ctr-0.5 0.85 4. DESIGNER: JIB Robbins Engineering, Inc,/Online Plus- 0 1996.2006 Version 19.0.028 Engineering . Portrait 1102006 10:05:29 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT8 1 M100 171103 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 TCL---- lx3 -3- -- -- -- is- 0-11- (WI 3x4 E 4x6 3x4 3x3 S2 3x3 3x3 3x3 3x3 3x4 4x6 A R S G I T U v C -i-- 1-6-0 B D 2x3 Q P O H J N Sl M L R F 2x3 -� 4x4 3x3 3x3 lx4 lx4 3x3 (W)3x63x3 3x4 4x4 Common Diagonal: 1-3-0 W:511 W:800 R:1031 R:ld2_0 7- 9- 3 BC: 7-9-3 10-2-0 -- --- '. 17-11-3 - . _ .. ALL PLATES ARE LOCR20 Scale: 0.346" = 1' Robbins Engineering, Inc./Online Plus- --------Bottom Chords--------- Q LOCK 4.Ox 4.0-0.5 0.5 0.97 B -Q 0.21 0 T 0.00 0.21 P LOCK 3.Ox 3.0-0.5 Ctr 1.00 Online Plus -- Version 19.0.028 Q -P 0.49 1715 T 0.11 0.38 H LOCK 1.0x 4.0 Ctr 0.5 0.98 RUN DATE: 08-NOV-06 P -0 0.50 2749 T 0.45 0.05 J LOCK 1.0x 4.0 Ctr 0.5 0.98 0 -H 0.93 3266 T 0.53 0.40 L LOCK 3.Ox 4.0 0.2 Ctr 0.99 CSI -Size- ----Lumber---- H -J 0.93 3266 T 0.53 0.40 K LOCK 4.Ox 4.0 0.2 0.5 0.99 TC 0.56 4x 2 SP42 J -N 0.86 3266 T 0.53 0.33 BC 0.93 4x 2 SP-#1 N -S1 0.55 3271 T 0.53 0.02 EX S1-D 4x 2 SP42 S1-M 0.70 3271 T 0.68 0.02 REFER TO ROBBINS ENG. GENERAL WB 0.51 4x 2 SP-#3 M -L 0.73 2687 T 0.24 0.49 NOTES AND SYMBOLS SHEET FOR L -K 0.61 1620 T 0.14 0.47 ADDITIONAL SPECIFICATIONS. Brace truss as follows: K -D 0.28 0 T 0.00 0.28 O.C. From To -------------Webs------------- NOTES: TC Cont. 0- 0- 0 17-11- 3 B -A 0.11 563 C Trusses Manufactured by: BC Cont. 0- 0- 0 17-11- 3 B -A 0.11 563 C East Coast Lumber A -Q 0.51 1283 T Analysis Conforms To: Loading Live Dead (psf) Q -R 0.24 1200 C FBC2004 TC 40.0 10.0 R -P 0.31 785 T Design checked for LL on BC BC 0.0 5.0 P -S 0.15 747 C per BOCA (section 1606.2.3), Total 40.0 15.0 55.0 S -0 0.19 474 T IBC/IRC-2003 and FBC 2004 Spacing 24.0" 0 -G 0.12 635 C (section 1607.1), 20.0 psf. Lumber Duration Factor 1.00 H -G 0.10 270 T Design checked for 10 psf non - Plate Duration Factor 1.00 J -I 0.04 209 C concurrent LL on BC. TC Fb=1.15 Fc=1.10 Ft=1.10 I -N 0.12 305 T Provide 2X6 continuous BC Fb=1.10 Fc=1.10 Ft=1.10 N -T 0.05 125 T strongbacks (on edge) every T -M 0.08 421 C 10.0 Ft. Fasten to each Plus 1 UBC LL Load Case(s) M -U 0.17 444 T truss w/ 3-16d nails at Plus 1 BC LL Load Case(s) U -L 0.15 775 C truss member(s). L -V 0.32 811 T This truss must be installed Checked for NonConcurrent 200 V -K 0.24 1192 C as shown. It cannot be Lbs Moving Point Load applied K -C 0.48 1216 T installed upside-down. at Panel Points and Mid -panel D -C 0.10 557 C Max comp. force 3300 Lbs on BC D -C 0.10 557 C Quality Control Factor 1.25 it React Uplft Size Req'd TL Defl -0.35" in J -N L/575 FABRICATOR NOTES: Lbs Lbs In-Sx In-Sx LL Defl -0.26" in J -N L/777 1. EAST COAST LUMBER & SUPPLY B 1032 0 5-11 1- 8 DL Defl -0.19" at J L/999 MAURICE A. SHASHOUA, D 1021 0 8- 0 1- 8 Shear // Grain in J -N 0.36 P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. FORT PIERCE FL. 34946 ----------Top Chords---------- PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ 11SCSI-B1 A -R 0.38 907 C 0.00 0.38 REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE R -S 0.43 2243 C 0.05 0.38 ROBBINS ENGINEERING, INC. HANDLING , INSTALLING & S -S2 0.22 2961 C 0.10 0.12 USING GROSS AREA TEST. BRACING TRUSSES. S2-G 0.54 2961 C 0.09 0.45 Plate - LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET G -]: 0.56 3266 C 0.11 0.45 Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS. I -T 0.33 3300 C 0.02 0.31 it Type Plt Size X Y JSI 2-TBRACE. 3-BEARING BLOCK. T -U 0.35 2986 C 0.14 0.21 A LOCK 4.Ox 6.0 Ctr-0.5 0.88 4. DESIGNER: JIB U -V 0.36 2166 C 0.04 0.32 V LOCK 3.Ox 4.0-0.2 Ctr 0.99 V -C 0.32 816 C 0.00 0.32 C LOCK 4.Ox 6.0 Ctr-0.5 0.87 Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10.05:30 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH 1 Engineering SB32ATF FT10 1 M100 151103 10600 0 0 ENGLE/SB32ATF/M#13007 1-6-0 HO 1-6-0 4x6 3x4 A 0 B 2x3 I � W:511 R: 927 BC .1 HO 1-6-0 i7-11 2-0-0 8-8 1 8-8 16- 0-11 - - - - - -'-- -- ---" -. ---- .. 1x3 3x3 3x3 3x3 3x3 3x3 4x6 G I R S T C E P O H J N M 4x4 3x4 2x3 lx4 3x3 3x3 - -5- 9- 3 - Common Diagonal: 1-3-0 - - -5-9-3 i - - - - -- - --- - -- - - - 15-11-3 ALL PLATES ARE LOCK20 �A5/ I D .11 R F 2x3 L 3x3 4x4 lx3 i i W:800 R: 905 10-2-0 --- -- - ' - -- --' - - i Scale: 0.388" = 1 Robbins Engineering, Inc./Online P1us- B -P 0.13 0 T 0.00 0.13 K LOCK 4.Ox 4.0 Ctr 0.5 0.94 P -0 0.29 1488 T 0.06 0.23 Online Plus -- Version 19.0.028 0 -H 0.76 2420 T 0.26 0.50 RUN DATE: 08-NOV-06 H -J 0.76 2420 T 0.26 0.50 REFER TO ROBBINS ENG. GENERAL J -N 0.70 2420 T 0.26 0.44 NOTES AND SYMBOLS SHEET FOR CSI -Size- ----Lumber---- N -M 0.32 2649 T 0.13 0.19 ADDITIONAL SPECIFICATIONS. TC 0.73 4x 2 SP-#2 M -L 0.37 2265 T 0.11 0.26 BC 0.76 4x 2 SP-SS L -K 0.31 1410 T 0.06 0.25 NOTES: WB 0.45 4x 2 SP-#3 K -D 0.14 0 T 0.00 0.14 Trusses Manufactured by: -------------Webs------------- East Coast Lumber Brace truss as follows: B -A 0.09 507 C Analysis Conforms To: O.C. From To B -A 0.09 507 C FBC2004 TC Cont. 0- 0- 0 15-11- 3 A -P 0.45 1122 T Design checked for LL on BC BC Cont. 0- 0- 0 15-11- 3 P -Q 0.20 1032 C per BOCA (section 1606.2.3), Q -O 0.30 768 T IBC/IRC-2003 and FBC 2004 Loading Live Dead (psf) 0 -G 0.18 920 C (section 1607.1), 20.0 psf. TC 40.0 10.0 H -G 0.18 473 T Design checked for 10 psf non - BC 0.0 5.0 J -I 0.06 307 C concurrent LL on BC. Total 40.0 15.0 55.0 I -N 0.16 413 T Provide 2X6 continuous Spacing 24.0" N -R 0.03 155 C strongbacks (on edge) every Lumber Duration Factor 1.00 R -M 0.05 276 C 10.0 Ft. Fasten to each Plate Duration Factor 1.00 M -S 0.11 292 T truss w/ 3-16d nails at TC Fb=1.15 Fc=1.10 Ft=1.10 S -L 0.12 616 C truss member(s). BC Fb=1.10 Fc=1.10 Ft=1.10 L -T 0.26 654 T This truss must be installed T -K 0.20 1036 C as shown. It cannot be Plus 1 UBC LL Load Case(s) K -C 0.42 1060 T installed upside-down. Plus 1 BC LL Load Case(s) D -C 0.09 494 C Max comp. force 2602 Lbs D -C 0.09 494 C Quality Control Factor 1.25 Checked for NonConcurrent 200 Lbs Moving Point Load applied TL Defl -0.32" in J -N L/559 FABRICATOR NOTES: at Panel Points and Mid -panel LL Defl -0.23" in J -N L/755 1. EAST COAST LUMBER & SUPPLY on BC DL Defl -0.17" at J L/999 MAURICE A. SHASHOUA, Shear // Grain in 0 -H 0.44 P.E.#EB5251 & 19554 Jt React Uplft Size Req'd 5285 ST. LUCIE BLVD. Lbs Lbs In-Sx In-Sx Plates for each ply each face. FORT PIERCE FL. 34946 B 928 0 5-11 1- 8 PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ "BCSI-B1 D 905 0 8- 0 1- 8 REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE ROBBINS ENGINEERING, INC. HANDLING , INSTALLING & Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. BRACING TRUSSES. ----------Top Chords---------- Plate - LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET A -Q 0.35 793 C 0.01 0.34 Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS. Q -G 0.71 2009 C 0.04 0.67 Jt Type Plt Size X Y JSI 2-TBRACE. 3-BEARING BLOCK. G -I 0.73 2420 C 0.06 0.67 A LOCK 4.Ox 6.0 Ctr-0.5 0.77 4. DESIGNER: JIB I -R 0.53 2602 C 0.07 0.46 C LOCK 4.Ox 6.0 Ctr-0.5 0.76 R -S 0.33 2462 C 0.06 0.27 P LOCK 4.Ox 4.0 Ctr 0.5 1.00 S -T 0.35 1850 C 0.03 0.32 0 LOCK 3.Ox 4.0-0.4 Ctr 0.93 T -C 0.32 712 C 0.00 0.32 H LOCK 2.Ox 3.0-0.2 Ctr 0.62 --------Bottom Chords--------- J LOCK 1.0x 4.0 Ctr 0.5 0.90 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:31 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FTII 1 M100 150908 10600 0 0 I ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 TC _-- ---- 16=0..--.2_0-0 _ice 8-8 t 8-8 1 __--.__----__--- -----__. _-15-11- 0- --__.a- lx3 4x6 3x4 4x4 3x3 3x3 3x3 3x3 4x6 A Q G I R s T C E 1-6-0 j B D - I 2x3 P O H J N M L R F 2x3 4x4 3x3 2x3 lx4 3x3 3x3 3x3 4x4 �-�lx3 Common Diagonal: 1-3-0 ' W:400 W:800 R: 920 R: 896 5- 7- 8 BC' 5-7-8 - 10-2-0 -9-8- - - - - - ALL PLATES ARE LOCK20 Scale: 0.390" = 1' Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- B -P 0.13 0 T 0.00 0.13 Online Plus -- Version 19.0.028 P -0 0.29 1475 T 0.06 0.23 RUN DATE: 08-NOV-06 0 -H 0.77 2362 T 0.25 0.52 H -J 0.77 2362 T 0.25 0.52 CSI -Size- ----Lumber---- J -N 0.70 2362 T 0.25 0.45 TC 0.73 4x 2 SP-#2 N -M 0.31 2605 T 0.12 0.19 BC 0.77 4x 2 SP-SS M -L 0.36 2235 T 0.10 0.26 WB 0.44 4x 2 SP-#3 L -K 0.31 1395 T 0.06 0.25 K -D 0.14 0 T 0.00 0.14 Brace truss as follows: ------------- Webs ------------- O.C. From To B -A 0.09 502 C TC Cont. 0- 0- 0 15- 9- 8 B -A 0.09 502 C BC Cont. 0- 0- 0 15- 9- 8 A -P 0.44 1109 T P -Q 0.20 1027 C Loading Live Dead (psf) Q -0 0.31 781 T TC 40.0 10.0 0 -G 0.19 969 C BC 0.0 5.0 H -G 0.22 551 T Total 40.0 15.0 55.0 J -I 0.06 320 C Spacing 24.0" I -N 0.16 418 T Lumber Duration Factor 1.00 N -R 0.03 158 C Plate Duration Factor 1.00 R -M 0.05 266 C TC Fb=1.15 Fc=1.10 Ft=1.10 M -S 0.11 281 T BC Fb=1.10 Fc=1.10 Ft=1.10 S -L 0.12 605 C L -T 0.25 643 T Plus 1 UBC LL Load Case(s) T -K 0.20 1025 C Plus 1 BC LL Load Case(s) K -C 0.42 1049 T D -C 0.09 489 C Checked for NonConcurrent 200 D -C 0.09 489 C 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 TL Defl -0.32" in J -N L/562 LL Defl -0.23" in J -N L/760 DL Defl -0.17" at J L/999 Shear // Grain in 0 -H 0.55 B 920 0 4- 0 1- 8 Plates for each ply each face. D 897 0 8- 0 1- 8 PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. ----------Top Chords---------- USING GROSS AREA TEST. A -Q 0.35 784 C 0.01 0.34 Plate - LOCK 20 Ga, Gross Area Q -G 0.72 2006 C 0.04 0.68 Plate - RHS 20 Gar Gross Area G -I 0.73 2362 C 0.05 0.68 it Type Plt Size X Y JSI I -R 0.53 2553 C 0.06 0.47 A LOCK 4.Ox 6.0 Ctr-0.5 0.76 R -S 0.33 2425 C 0.06 0.27 G LOCK 4.Ox 4.0-0.5-0.5 0.60 S -T 0.35 1828 C 0.03 0.32 C LOCK 4.Ox 6.0 Ctr-0.5 0.75 T -C 0.32 704 C 0.00 0.32 P LOCK 4.Ox 4.0 Ctr 0.5 0.99 Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0,028 Engineering - Portrait 1118/2006 10:05:32 AM Page 1 0 LOCK 3.Ox 3.0-0.3 0.2 0.92 H LOCK 2.Ox 3.0-0.2 Ctr 0.72 J LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 4.Ox 4.0 Ctr 0.5 0.93 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 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 2553 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT9 1 M100 160711 10600 0 0 ENGLE/SB32ATF/M#13007 HO 176-0 HO 1-6-0 TC• - --. _:_ 1_4-3 .. 2-_0-0__ - -• 8-8. 8-8.: 16- 9- 3- lx3 4x6 3x4 3x3 3x3 3x3 (W)3x4 3x3 3x3 4x6 A Q G I R S2 S T CE 1-6-0 H riD 2x3 P O H J N M L K F 2x3 4x4 3x4 lx4 lx4 3x3 S1 3x3 3x3 4x4 lx3 M Common Diagonal: 1-3-0 (W)3x6 I W:511 W:800 R: 964 R: 946 i . - 6- 5-11-- HCI - 6-5-11 30-2-0 _ - --- 16-7-11 - ---- - - - -- - I ALL PLATES ARE LOCK20 Scale: 0.373" = 1' Robbins Engineering, Inc./Online Plus- T -C 0.32 749 C 0.00 0.32 P LOCK 4.Ox 4.0-0.2 0.5 0.96 --------Bottom Chords--------- H LOCK 1.Ox 4.0 Ctr 0.5 0.98 Online Plus -- Version 19.0.028 B -P 0.22 0 T 0.00 0.22 J LOCK 1.0x 4.0 Ctr 0.5 0.98 RUN DATE: 08-NOV-06 P -0 0.40 1565 T 0.10 0.30 L LOCK 3.Ox 3.0 0.2 Ctr 0.97 0 -H 0.99 2716 T 0.44 0.55 K LOCK 4.Ox 4.0 Ctr 0.5 0.99 CSI -Size- ----Lumber---- H -J 0.99 2716 T 0.44 0.55 TC 0.72 4x 2 SP-#2 J -N 0.99 2716 T 0.44 0.55 BC 0.99 4x 2 SP-#1 N -S1 0.50 2872 T 0.21 0.29 REFER TO ROBBINS ENG. GENERAL EX S1-D 4x 2 SP-#2 S1-M 0.62 2872 T 0.60 0.02 NOTES AND SYMBOLS SHEET FOR WB 0.47 4x 2 SP-#3 M -L 0.71 2415 T 0.22 0.49 ADDITIONAL SPECIFICATIONS. L -K 0.60 1485 T 0.13 0.47 Brace truss as follows: K -D 0.28 0 T 0.00 0.28 NOTES: O.C. From To -------------Webs------------- Trusses Manufactured by: TC Cont. 0- 0- 0 16- 7-11 B -A 0.10 529 C East Coast Lumber BC Cont. 0- 0- 0 16- 7-11 B -A 0.10 529 C Analysis Conforms To: A -P 0.47 1184 T FBC2004 Loading Live Dead (psf) P -Q 0.21 1081 C Design checked for LL on BC TC 40.0 10.0 Q -0 0.29 733 T per BOCA (section 1606.2.3), BC 0.0 5.0 0 -G 0.18 917 C IBC/IRC-2003 and FBC 2004 Total 40.0 15.0 55.0 H -G 0.11 277 T (section 1607.1), 20.0 psf. Spacing 24.0" J -I 0.05 254 C Design checked for 10 psf non - Lumber Duration Factor 1.00 I -N 0.15 383 T concurrent LL on BC. Plate Duration Factor 1.00 N -R 0.03 141 C Provide 2X6 continuous TC Fb=1.15 Fc=1.10 Ft=1.10 R -M 0.06 329 C strongbacks (on edge) every BC Fb=1.10 Fc=1.10 Ft=1.10 M -S 0.13 347 T 10.0 Ft. Fasten to each S -L 0.13 672 C truss w/ 3-16d nails at Plus 1 UBC LL Load Case(s) L -T 0.28 710 T truss member(s). Plus 1 BC LL Load Case(s) T -K 0.22 1092 C This truss must be installed K -C 0.44 1115 T as shown. It cannot be Checked for NonConcurrent 200 D -C 0.10 516 C installed upside-down. Lbs Moving Point Load applied D -C 0.10 516 C Max comp. force 2847 Lbs at Panel Points and Mid -panel Quality Control Factor 1.25 on BC TL Defl -0.34" in J -N L/549 LL Defl -0.25" in J -N L/743 FABRICATOR NOTES: Jt React Uplft Size Req'd DL Defl -0.18" at J L/999 1. EAST COAST LUMBER & SUPPLY Lbs Lbs In-Sx In-Sx Shear // Grain in J -N 0.41 MAURICE A. SHASHOUA, B 964 0 5-11 1- 8 P.E.#EB5251 & 19554 D 946 0 8- 0 1- 8 Plates for each ply each face. 5285 ST. LUCIE BLVD. PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 Membr CSI P Lbs Axl-CSI-Bnd REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-B1 ----------Top Chords---------- ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE A -Q 0.32 837 C 0.01 0.31 USING GROSS AREA TEST. HANDLING , INSTALLING & Q -G 0.69 2058 C 0.04 0.65 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. G -I 0.72 2716 C 0.07 0.65 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET I -R 0.50 2847 C 0.08 0.42 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. R -S2 0.33 2649 C 0.07 0.26 A LOCK 4.Ox 6.0 Ctr-0.5 0.81 2-TBRACE. 3-BEARING BLOCK. S2-S 0.29 2649 C 0.07 0.22 T LOCK 3.Ox 3.0-0.2 Ctr 0.98 4. DESIGNER: JIB S -T 0.36 1962 C 0.04 0.32 C LOCK 4.Ox 6.0 Ctr-0.5 0.80 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 10:05:31 AM Page 1 Job SB32ATF Mark FT6 QUan Type Span 4 M100 200508 P1-H1 Left OH Right OH 10600 0 0 I Engineering iGLE/SB32ATF/M#13007 HO 1-6-0 NO 1-6-0 TC:._1B-eiS-Elj:_-2=0-0 - -- - -- -.:'8-8 6-8 -- - - - --- 20- 7- 0 - - - - --- -• (W)3x4 lx3 4x6 4x4 3x3 3x3 3x3 3x3S2 3x3 3x3 4x4 5x6 A S T U G I v W X C E 1-6-0 B 2x3 l ! W:460 R:1164 R Q P O H ,1 N 5x4 4x4 3x3 Sl 3x3 lx4 lx4 3x3 (W)20G-RHS-3x10 Common Diagonal: 1-3-0 3x3 4x4 W: 8PD3 R: 1165 ;._. -- - - - - - . 10- 3- 8----- - - ..------------•---1 BC �- - -- - - 10=g_8 .I . SO-2-0 � _ 20-5-8 - - EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.305" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.51 4x 2 SP-#2 BC 0.90 4x 2 SP-#2 EX S1-D 4x 2 SP-#1 WB 0.58 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 5- 8 BC Cont. 0- 0- 0 20- 5- 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) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 1165 0 4- 0 1- 8 D 1165 0 8- 0 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- * -R 0.27 0 T 0.00 0.27 R -Q 0.64 1962 T 0.16 0.48 Q -P 0.77 3265 T 0.28 0.49 P -S1 0.90 4075 T 0.85 0.05 S1-O 0.71 4075 T 0.67 0.04 O -H 0.74 4319 T 0.71 0.03 H -J 0.81 4319 T 0.71 0.10 J -N 0.75 4319 T 0.71 0.04 N -M 0.70 4048 T 0.66 0.04 M -L 0.61 3214 T 0.21 0.40 L -K 0.51 1881 T 0.12 0.39 K -D 0.23 0 T 0.00 0.23 ------------- webs ------------- B -A 0.12 636 C B -A 0.12 636 C A -R 0.58 1467 T R -S 0.27 1375 C S -Q 0.39 985 T Q -T 0.19 950 C T -P 0.24 614 T P -U 0.11 585 C U -0 0.10 255 T O -G 0.07 278 C H -G 0.06 170 T J -I 0.07 177 T I -N 0.07 298 C N -V 0.11 277 T V -M 0.12 602 C M -W 0.25 632 T W -L 0.19 973 C L -X 0.40 1008 T X -K 0.27 1387 C K -C 0.56 1410 T D -C 0.12 637 C D -C 0.12 637 C TL Defl -0.47" in H -J L/500 LL Defl -0.35" in H -J L/676 DL Defl -0.25" at H L/947 Shear // Grain in D -D 0.32 A -S 0.35 1037 C 0.01 0.34 S -T 0.41 2626 C 0.07 0.34 Plates for each ply each face. T -U 0.51 3679 C 0.24 0.27 PLATING CONFORMS TO TPI. U -G 0.34 4190 C 0.18 0.16 REPORTS: SBCCI 9761 G -I 0.50 4319 C 0.27 0.23 ROBBINS ENGINEERING, INC. I -S2 0.30 4173 C 0.18 0.12 USING GROSS AREA TEST. S2-V 0.33 4173 C 0.18 0.15 Plate - LOCK 20 Ga, Gross Area V -W 0.50 3640 C 0.23 0.27 Plate - RHS 20 Ga, Gross Area W -X 0.37 2560 C 0.06 0.31 it Type Plt Size X Y JSI X -C 0.31 947 C 0.00 0.31 A LOCK 4.Ox 6.0 0.2-0.5 0.98 S LOCK 4.Ox 4.0 Ctr-0.5 0.88 X LOCK 4.Ox 4.0 Ctr-0.5 0.90 C LOCK 5.Ox 6.0 Ctr-1.0 0.78 R LOCK 5.Ox 4.0-0.5 1.0 0.97 Q LOCK 4.Ox 4.0 Ctr 0.5 0.88 H LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.Ox 4.0 Ctr 0.5 0.98 L LOCK 4.Ox 4.0 Ctr 0.5 0.90 K LOCK 5.Ox 4.0 0.5 1.0 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4319 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Robbins Engineering, Inc./Online Plus'" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 10:05:29 AM Page 1 Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering SB32ATF FTS 1 M100 200508 10600 0 0 ENGLE/SB32ATF/M#13007 1-6-0 HO 1-6-0 TCI <'------ - - - -- B 2x3 HO 1-6-0 20-5-8 _20- 7- 0- -- (W)3x4 lx3 S2 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 A U V W X Y Z AA BB CC DD EE FF GG HH C E BC D 2x3 T S R Q P O N M L K J 1 n u e lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 Sllx4 lx4 lx4 lx4 lx4 Common Diagonal: 1-2-8 lx3 (W) 3x4 20-5-8 20-5-8 ALL PLATES ARE LOCK20 Scale: 0.305" = 1' Robbins Engineering, Inc./Online P1us- S -R 0.21 0 T 0.00 0.21 FF LOCK 1.0x 4.0 Ctr-0.5 0.98 R -Q 0.21 0 T 0.00 0.21 GG LOCK 1.0x 4.0 Ctr-0.5 0.98 Online Plus -- Version 19.0.028 Q -P 0.21 0 T 0.00 0.21 HH LOCK 1.0x 4.0 Ctr-0.5 0.98 RUN DATE: 08-NOV-06 P -0 0.21 0 T 0.00 0.21 T LOCK 1.0x 4.0 Ctr 0.5 0.98 O -N 0.21 0 T 0.00 0.21 S LOCK 1.0x 4.0 Ctr 0.5 0.98 CSI -Size- ----Lumber---- N -M 0.21 0 T 0.00 0.21 R LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.09 4x 2 SP-#2 M -L 0.21 0 T 0.00 0.21 Q LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.21 4x 2 SP-#2 L -S1 0.09 0 T 0.00 0.09 P LOCK 1.Ox 4.0 Ctr 0.5 0.98 WB 0.14 4x 2 SP-#3 S1-K 0.11 0 T 0.00 0.11 0 LOCK 1.0x 4.0 Ctr 0.5 0.98 K -J 0.20 0 T 0.00 0.20 N LOCK 1.0x 4.0 Ctr 0.5 0.98 Brace truss as follows: J -I 0.21 0 T 0.00 0.21 M LOCK 1.0x 4.0 Ctr 0.5 0.98 O.C. From To I -H 0.21 0 T 0.00 0.21 L LOCK 1.0x 4.0 Ctr 0.5 0.98 TC Cont. 0- 0- 0 20- 5- 8 H -G 0.21 0 T 0.00 0.21 K LOCK 1.0x 4.0 Ctr 0.5 0.98 BC Cont. 0- 0- 0 20- 5- 8 G -D 0.20 0 T 0.00 0.20 J LOCK 1.0x 4.0 Ctr 0.5 0.98 -------------Webs------------- I LOCK 1.0x 4.0 Ctr 0.5 0.98 Loading Live Dead (psf) B -A 0.10 44 C 0.00 0.10 H LOCK 1.Ox 4.0 Ctr 0.5 0.98 TC 40.0 10.0 B -A 0.11 44 C 0.00 0.11 G LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.0 5.0 T -U 0.12 138 C 0.00 0.12 Total 40.0 15.0 55.0 S -V 0.12 132 C 0.00 0.12 Spacing 24.0" R -W 0.12 133 C 0.00 0.12 REFER TO ROBBINS ENG. GENERAL Lumber Duration Factor 1.00 Q -X 0.12 133 C 0.00 0.12 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.00 P -Y 0.12 133 C 0.00 0.12 ADDITIONAL SPECIFICATIONS. TC Fb=1.15 Fc=1.10 Ft=1.10 0 -Z 0.12 133 C 0.00 0.12 BC Fb=1.10 Fc=1.10 Ft=1.10 N -AA 0.12 133 C 0.00 0.12 NOTES: M -BB 0.12 133 C 0.00 0.12 Trusses Manufactured by: Plus 1 UBC LL Load Case(s) L -CC 0.10 133 C 0.00 0.10 East Coast Lumber K -DD 0.09 133 C 0.00 0.09 Analysis Conforms To: Checked for NonConcurrent 200 J -EE 0.12 133 C 0.00 0.12 FBC2004 Lbs Moving Point Load applied I -FF 0.12 133 C 0.00 0.12 Design checked for LL on BC at Panel Points and Mid -panel H -GG 0.12 131 C 0.00 0.12 per BOCA (section 1606.2.3), on BC G -HH 0.14 142 C 0.00 0.14 IBC/IRC-2003 and FBC 2004 D -C 0.09 47 C 0.00 0.09 (section 1607.1), 20.0 psf. Jt React Uplft Size Req'd D -C 0.10 47 C 0.00 0.10 Design checked for 10 psf non- Lbs Lbs In-Sx In-Sx concurrent LL on BC. Cont. Brg 0- 0- 0 to 20- 5- 8 TL Defl 0.00" in D -D L/999 Prevent truss rotation at all 2250 0 Hz = 0 LL Defl 0.00" in G -D L/999 bearing locations. DL Defl 0.00" at L/999 This truss must be installed Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in D -D 0.32 as shown. It cannot be ----------Top Chords---------- installed upside-down. A -U 0.08 29 C 0.00 0.08 Plates for each ply each face. Max comp. force 142 Lbs U -V 0.08 18 C 0.00 0.08 PLATING CONFORMS TO TPI. Quality Control Factor 1.25 V -W 0.07 17 C 0.00 0.07 REPORTS: SBCCI 9761 W -X 0.07 16 C 0.00 0.07 ROBBINS ENGINEERING, INC. FABRICATOR NOTES: X -Y 0.07 15 C 0.00 0.07 USING GROSS AREA TEST. 1. EAST COAST LUMBER 6 SUPPLY Y -Z 0.07 13 C 0.00 0.07 Plate - LOCK 20 Ga, Gross Area MAURICE A. SHASHOUA, Z -S2 0.07 12 C 0.00 0.07 Plate - RHS 20 Ga, Gross Area P.E.#EB5251 6 19554 S2-AA 0.07 12 C 0.00 0.07 Jt Type Plt Size X Y JSI 5285 ST. LUCIE BLVD. AA -BB 0.07 12 C 0.00 0.07 U LOCK 1.0x 4.0 Ctr-0.5 0.98 FORT PIERCE FL. 34946 BB -CC 0.07 12 C 0.00 0.07 V LOCK 1.0x 4.0 Ctr-0.5 0.98 2. !!!CAUTION!!! READ 11SCSI-B1 CC-DD 0.07 11 C 0.00 0.07 W LOCK 1.Ox 4.0 Ctr-0.5 0.98 SUMMARY SHEET" BEFORE DD-EE 0.07 12 C 0.00 0.07 X LOCK 1.0x 4.0 Ctr-0.5 0.98 HANDLING , INSTALLING 6 EE-FF 0.07 13 C 0.00 0.07 Y LOCK 1.0x 4.0 Ctr-0.5 0.98 BRACING TRUSSES. FF-GG 0.07 15 C 0.00 0.07 Z LOCK 1.0x 4.0 Ctr-0.5 0.98 3. SEE ATTACHED DETAIL SHEET GG-HH 0.08 14 C 0.00 0.08 AA LOCK 1.Ox 4.0 Ctr-0.5 0.98 FOR: 1-JACK NAILS. HH-C 0.09 28 C 0.00 0.09 BB LOCK 1.Ox 4.0 Ctr-0.5 0.98 2-TBRACE. 3-BEARING BLOCK. --------Bottom Chords--------- CC LOCK 1.0x 4.0 Ctr-0.5 0.98 4. DESIGNER: JIB B -T 0.20 0 T 0.00 0.20 DD LOCK 1.0x 4.0 Ctr-0.5 0.98 T -S 0.21 0 T 0.00 0.21 EE LOCK 1.0x 4.0 Ctr-0.5 0.98 Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:28 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT13 1 M100 150508 10600 0 0 ENGLE/SB32ATF/M#13007 HO 176-0 HO 1-6-0 TC� 15-5-8 lx3 E lx4 lx4 lx4 A R S 15- 7- 0 - lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 T U V w X Y Z AA BB B lx4 F Q P O N M L K J I H G lx4 lx44�- lx4 lx4 lx/4- r 1.x4 lx?4�/lx4 lx4 lx4 lx4 V l ��%..�'-L1S�'/_•-�?'�f�c''",_% �/_,.j�')�'�,.�•.r%,.._,--^'=/.L�..r:�%�`u„-.s"ors � .r =r,;-.fF' !•T. .I Common Diagonal: 1-2-8 lx3 15-5-8 J - - 15-5-8 - ---------- - - - ALL PLATES PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.11 4x 2 SP-#2 BC 0.24 4x 2 SP-#2 WB 0.20 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 5- 8 BC Cont. 0- 0- 0 15- 5- 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- D -Q 0.19 0 T 0.00 0.19 Q -P 0.21 0 T 0.00 0.21 P -O 0.21 0 T 0.00 0.21 O -N 0.21 0 T 0.00 0.21 N -M 0.21 0 T 0.00 0.21 M -L 0.21 0 T 0.00 0.21 L -K 0.21 0 T 0.00 0.21 K -J 0.21 0 T 0.00 0.21 J -I 0.21 0 T 0.00 0.21 I -H 0.21 0 T 0.00 0.21 H -G 0.24 5 T 0.00 0.24 G -C 0.16 11 C 0.00 0.16 ------------- Webs ------------- D -A 0.20 60 C 0.00 0.20 Q -R 0.12 141 C 0.00 0.12 P -S 0.12 132 C 0.00 0.12 O -T 0.12 133 C 0.00 0.12 N -U 0.12 133 C 0.00 0.12 M -v 0.12 133 C 0.00 0.12 L -W 0.12 133 C 0.00 0.12 K -X 0.12 133 C 0.00 0.12 J -Y 0.12 133 C 0.00 0.12 I -Z 0.12 130 C 0.00 0.12 H -AA 0.19 150 C 0.00 0.19 G -BB 0.17 64 T 0.02 0.15 C -B 0.07 41 C 0.00 0.07 C -B 0.08 41 C 0.00 0.08 TL Defl 0.00" in H -G L/999 LL Defl 0.00" in H -G L/999 DL Defl 0.00" at L/999 Shear // Grain in C -C 0.32 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Plates for each ply each face. Cont. Brg 0- 0- 0 to 15- 5- 8 PLATING CONFORMS TO TPI. 1694 0 Hz = 0 REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. ----------Top Chords---------- Plate - LOCK 20 Ga, Gross Area A -R 0.08 18 C 0.00 0.08 Plate - RHS 20 Ga, Gross Area R -S 0.08 11 C 0.00 0.08 it Type Plt Size X Y JSI S -T 0.08 12 C 0.00 0.08 A LOCK 1.Ox 4.0 Ctr-0.5 0.90 T -U 0.08 12 C 0.00 0.08 R LOCK 1.Ox 4.0 Ctr-0.5 0.90 U -V 0.08 13 C 0.00 0.08 S LOCK l.Ox 4.0 Ctr-0.5 0.90 V -W 0.08 16 C 0.00 0.08 T LOCK 1.0x 4.0 Ctr-0.5 0.90 W -X 0.08 18 C 0.00 0.08 U LOCK 1.0x 4.0 Ctr-0.5 0.90 X -Y 0.08 21 C 0.00 0.08 V LOCK 1.Ox 4.0 Ctr-0.5 0.90 Y -Z 0.08 24 C 0.00 0.08 W LOCK 1.Ox 4.0 Ctr-0.5 0.90 Z -AA 0.08 26 C 0.00 0.08 X LOCK 1.0x 4.0 Ctr-0.5 0.90 AA -BB 0.11 43 C 0.00 0.11 Y LOCK 1.Ox 4.0 Ctr-0.5 0.90 BB-B 0.10 33 C 0.00 0.10 Z LOCK 1.Ox 4.0 Ctr-0.5 0.90 --------Bottom Chords--------- AA LOCK 1.Ox 4.0 Ctr-0.5 0.90 C 2x3 Scale: 0.398" = 1' BB LOCK 1.0x 4.0 Ctr-0.5 0.90 D LOCK 1.0x 4.0 Ctr 0.5 0.90 Q LOCK 1.Ox 4.0 Ctr 0.5 0.90 P LOCK l.Ox 4.0 Ctr 0.5 0.90 O LOCK 1.0x 4.0 Ctr 0.5 0.90 N LOCK 1.Ox 4.0 Ctr 0.5 0.90 M LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 1.Ox 4.0 Ctr 0.5 0.90 K LOCK 1.0x 4.0 Ctr 0.5 0.90 J LOCK 1.0x 4.0 Ctr 0.5 0.90 I LOCK 1.0x 4.0 Ctr 0.5 0.90 H LOCK 1.0x 4.0 Ctr 0.5 0.90 G LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 150 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Robbins Engineering, Inc./Online PIUs"' Q 1996-2006 Version 19.0.028 Engineering . Portrait 11/82006 10:05:33 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT12 4 M100 150908 10600 0 0 ENGLE/SB32ATF/M#13007 1-6-0 HO 1-6-0 TCi-- ---- ---- =- ----- lx3 4x6 3x3 A C 0 B 2x3 -- _ 9-8_! 9-8_ - 2-0-0 - -9-8 =-9-8 I-- - - -- - - - - ... ---- - - -- - -- - -- -- -- 15-11- 0 -- ---------------- --- ---- ---- --- 3x3 3x3 3x3 3x3 3x3 R G I S T HO 1-6-0 4x6 E L \/ I IIV- , II ,M lx3 4x4 --- - -- 3 3x3 lx4_ -� lx4 3x3 3x3 -7- �- 8 iCommon Diagonal: 1-3-0 W:800 R: 908 BCI 7-10-0 7-11-8 15-9-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- B -P 0.28 0 T 0.00 0.28 P -0 0.59 1420 T 0.12 0.47 Online Plus -- Version 19.0.028 0 -N 0.59 2272 T 0.21 0.38 RUN DATE: 08-NOV-06 N -H 0.61 2589 T 0.54 0.07 H -J 0.64 2589 T 0.54 0.10 CSI -Size- ----Lumber---- J -M 0.56 2589 T 0.54 0.02 TC 0.40 4x 2 SP-#2 M -L 0.59 2301 T 0.21 0.38 BC 0.64 4x 2 SP-#2 L -K 0.60 1477 T 0.13 0.47 WB 0.44 4x 2 SP-#3 K -F 0.31 0 T 0.00 0.31 ------------- Webs ------------- Brace truss as follows: B -A 0.09 496 C O.C. From To B -A 0.09 496 C TC Cont. 0- 0- 0 15- 9- 8 A -P 0.42 1067 T BC Cont. 0- 0- 0 15- 9- 8 P -Q 0.21 1043 C Q -0 0.26 648 T Loading Live Dead (psf) 0 -R 0.12 616 C TC 40.0 10.0 R -N 0.12 300 T BC 0.0 5.0 N -G 0.06 319 C Total 40.0 15.0 55.0 H -G 0.06 172 T Spacing 24.0" J -I 0.06 164 T Lumber Duration Factor 1.00 I -M 0.06 284 C Plate Duration Factor 1.00 M -S 0.11 279 T TC Fb=1.15 Fc=1.10 Ft=1.10 S -L 0.12 595 C BC Fb=1.10 Fc=1.10 Ft=1.10 L -T 0.25 626 T T -K 0.20 1031 C Plus 1 UBC LL Load Case(s) K -E 0.44 1108 T Plus 1 BC LL Load Case(s) F -E 0.09 495 C F -E 0.09 495 C Checked for NonConcurrent 200 Lbs Moving Point Load applied TL Defl -0.18" in H -J L/977 at Panel Points and Mid -panel LL Defl -0.14" in H -J L/999 on BC DL Defl -0.12" at J L/999 Shear // Grain in F -F 0.32 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Plates for each ply each face. B 909 0 8- 0 1- 8 PLATING CONFORMS TO TPI. F 908 0 4- 0 1- 8 REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. ----------Top Chords---------- Plate - LOCK 20 Ga, Gross Area A -Q 0.34 717 C 0.00 0.34 Plate - RHS 20 Ga, Gross Area Q -R 0.37 1856 C 0.03 0.34 Jt Type Plt Size X Y JSI R -G 0.24 2420 C 0.01 0.23 A LOCK 4.Ox 6.0 Ctr-0.5 0.77 G -I 0.26 2589 C 0.09 0.17 E LOCK 4.Ox 6.0 Ctr-0.5 0.76 I -S 0.23 2439 C 0.01 0.22 P LOCK 4.Ox 4.0 Ctr 0.5 0.95 S -T 0.40 1899 C 0.03 0.37 H LOCK 1.0x 4.0 Ctr 0.5 0.90 T -E 0.37 783 C 0.00 0.37 J LOCK 1.0x 4.0 Ctr 0.5 0.90 --------Bottom Chords--------- K LOCK 4.Ox 4.0 Ctr 0.5 0.99 Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:33 AM Page 1 F 2x3 4x4 WI400 R: 908 - t Scale: 0.390" = 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 2589 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH 1 Engineering SB32ATF FT14 1 M100 150213 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 ra 0 TCf 9-B 9-B I 2-0-0 _1-1-1-0-5 ~ �- ----- --- --- - - -15- 4- 5--- ----- - ----- lx3 lx3 4x6 3x3 3x3 3x3 ix4 3x3 3x3 4x4 AC Q R H J S T B 2x3 D P O N I A M L 1.3 �X W:308 R: 873 BC` i 4x4 3x3 3x3 lx4 3x3 3x3 Common Diagonal: 1-3-0 7-11- 8 7-10-0 7-4-13 15-2-13 ALL PLATES ARE LOCK20 G 2x3 4x4 w:308 R: 863 i - Scale: 0.401" = 1' Robbins Engineering, Inc./Online Plus- B -P 0.28 0 T 0.00 0.28 NOTES AND SYMBOLS SHEET FOR P -0 0.59 1354 T 0.12 0.47 ADDITIONAL SPECIFICATIONS. Online Plus -- Version 19.0.028 0 -N 0.58 2146 T 0.20 0.38 RUN DATE: 08-NOV-06 N -I 0.54 2387 T 0.50 0.04 NOTES: I -K 0.63 2387 T 0.50 0.13 Trusses Manufactured by: CSI -Size- ----Lumber---- K -M 0.66 2169 T 0.20 0.46 East Coast Lumber TC 0.39 4x 2 SP-#2 M -L 0.59 1387 T 0.12 0.47 Analysis Conforms To: BC 0.66 4x 2 SP-#2 L -G 0.28 0 T 0.00 0.28 FBC2004 WB 0.41 4x 2 SP-#3-------------Webs------------- Design checked for LL on BC B -A 0.09 476 C per BOCA (section 1606.2.3), Brace truss as follows: B -A 0.09 476 C IBC/IRC-2003 and FBC 2004 O.C. From To A -P 0.40 1019 T (section 1607.1), 20.0 psf. TC Cont. 0- 0- 0 15- 2-13 P -Q 0.20 994 C Design checked for 10 psf non - BC Cont. 0- 0- 0 15- 2-13 Q -0 0.24 602 T concurrent LL on BC. 0 -R 0.11 572 C Provide 2X6 continuous Loading Live Dead (psf) R -N 0.09 245 T strongbacks (on edge) every TC 40.0 10.0 N -H 0.07 249 C 10.0 Ft. Fasten to each BC 0.0 5.0 I -H 0.06 156 T truss w/ 3-16d nails at Total 40.0 15.0 55.0 K -J 0.03 189 C truss member(s). Spacing 24.0" K -S 0.14 352 T This truss must be installed Lumber Duration Factor 1.00 S -M 0.11 573 C as shown. It cannot be Plate Duration Factor 1.00 M -T 0.23 586 T installed upside-down. TC Fb=1.15 Fc=1.10 Ft=1.10 T -L 0.19 989 C Max comp. force 2387 Lbs BC Fb=1.10 Fc=1.10 Ft=1.10 L -E 0.41 1045 T Quality Control Factor 1.25 G -E 0.17 857 C Plus 1 UBC LL Load Case(s) FABRICATOR NOTES: Plus 1 BC LL Load Case(s) TL Defl -0.16" in N -I L/999 1. EAST COAST LUMBER & SUPPLY LL Defl -0.12" in N -I L/999 MAURICE A. SHASHOUA, Checked for NonConcurrent 200 DL Defl -0.12" at I L/999 P.E.#EB5251 & 19554 Lbs Moving Point Load applied Shear // Grain in G -G 0.32 5285 ST. LUCIE BLVD. at Panel Points and Mid -panel FORT PIERCE FL. 34946 on BC Plates for each ply each face. 2. !!!CAUTION!!! READ "SCSI-Bl PLATING CONFORMS TO TPI. SUMMARY SHEET" BEFORE Jt React Uplft Size Req'd REPORTS: SBCCI 9761 HANDLING , INSTALLING & Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. BRACING TRUSSES. B 873 0 3- 8 1- 8 USING GROSS AREA TEST. 3. SEE ATTACHED DETAIL SHEET G 863 0 3- 8 1- 8 Plate - LOCK 20 Gar Gross Area FOR: 1-JACK NAILS. Plate - RHS 20 Gar Gross Area 2-TBRACE. 3-BEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI 4. DESIGNER: JIB ----------Top Chords---------- A LOCK 4.Ox 6.0 Ctr-0.5 0.73 A -Q 0.34 684 C 0.00 0.34 J LOCK 1.0x 4.0 Ctr-0.5 0.90 Q -R 0.37 1759 C 0.03 0.34 E LOCK 4.Ox 4.0-0.5-0.5 0.79 R -H 0.25 2267 C 0.01 0.24 P LOCK 4.Ox 4.0 Ctr 0.5 0.90 H -J 0.31 2387 C 0.01 0.30 I LOCK 1.0x 4.0 Ctr 0.5 0.90 J -S 0.31 2387 C 0.01 0.30 L LOCK 4.Ox 4.0 Ctr 0.5 0.93 S -T 0.39 1782 C 0.03 0.36 T -E 0.36 721 C 0.00 0.36 --------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering -Portrait 11/6/2006 10:05:34 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT16 1 M100 130213 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 m 0 '2-0-0---' --'' 9-2 1 9-3 lx3 1x3 4x4 3x3 3x3 3x3 3x3 3x3 4x4 1-6-0 A C Q R H J S 1 H 2x3 O P 0 N I K M L 1 x 3 4x4 �; .. i fI1- W:800 R: 753 BC 3x3 3x3 1x4 - -7-11- 8 Co=on_Diagonal: 17_;k70_-i_ 7-10-0 13-2-13 ALL PLATES ARE LOCK20 1x4 3x3 4x4 jam" I I W 511 R: 770 5-4-13 G 4x4 Scale: 0.450" = 1' Robbins Engineering, Inc./Online P1us- B -P 0.28 0 T 0.00 0.28 REFER TO ROBBINS ENG. GENERAL P -0 0.57 1134 T 0.10 0.47 NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 19.0.028 0 -N 0.54 1720 T 0.17 0.37 ADDITIONAL SPECIFICATIONS. RUN DATE: 08-NOV-06 N -I 0.80 1717 T 0.36 0.44 I -K 0.92 1717 T 0.36 0.56 NOTES: CSI -Size- ----Lumber---- K -M 0.92 1717 T 0.36 0.56 Trusses Manufactured by: TC 0.51 4x 2 SP-#2 M -L 0.47 1147 T 0.10 0.37 East Coast Lumber BC 0.92 4x 2 SP-#2 L -G 0.25 0 T 0.00 0.25 Analysis Conforms To: WB 0.34 4x 2 SP-#3-------------Webs------------- FBC2004 B -A 0.08 411 C Design checked for LL on BC Brace truss as follows: B -A 0.08 411 C per BOCA (section 1606.2.3), O.C. From To A -P 0.34 857 T IBC/IRC-2003 and FBC 2004 TC Cont. 0- 0- 0 13- 2-13 P -Q 0.16 829 C (section 1607.1), 20.0 psf. BC Cont. 0- 0- 0 13- 2-13 Q -0 0.17 445 T Design checked for 10 psf non- 0 -R 0.08 422 C concurrent LL on BC. Loading Live Dead (psf) R -N 0.04 112 T Provide 2X6 continuous TC 40.0 10.0 N -H 0.11 278 T strongbacks (on edge) every BC 0.0 5.0 I -H 0.03 189 C 10.0 Ft. Fasten to each Total 40.0 15.0 55.0 K -J 0.11 276 T truss w/ 3-16d nails at Spacing 24.0" J -M 0.13 651 C truss member(s). Lumber Duration Factor 1.00 M -S 0.19 488 T This truss must be installed Plate Duration Factor 1.00 S -L 0.16 835 C as shown. It cannot be TC Fb=1.15 Fc=1.10 Ft=1.10 L -E 0.34 866 T installed upside-down. BC Fb=1.10 Fc=1.10 Ft=1.10 G -E 0.08 420 C Max comp. force 1754 Lbs G -E 0.08 420 C Quality Control Factor 1.25 Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) TL Defl -0.17" in N -I L/841 FABRICATOR NOTES: LL Defl -0.13" in N -I L/999 1. EAST COAST LUMBER & SUPPLY Checked for NonConcurrent 200 DL Defl -0.12" at I L/999 MAURICE A. SHASHOUA, Lbs Moving Point Load applied Shear // Grain in N -I 0.34 P.E.#EB5251 & 19554 at Panel Points and Mid -panel 5285 ST. LUCIE BLVD. on BC Plates for each ply each face. FORT PIERCE FL. 34946 PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ "BCSI-B1 Jt React Uplft Size Req'd REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. HANDLING , INSTALLING & B 753 0 8- 0 1- 8 USING GROSS AREA TEST. BRACING TRUSSES. G 770 0 5-11 1- 8 Plate - LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS. Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI 2-TBRACE. 3-SEARING BLOCK. ----------Top Chords---------- A LOCK 4.Ox 4.0-0.5-0.5 0.99 4. DESIGNER: JIB A -Q 0.33 575 C 0.00 0.33 E LOCK 4.Ox 4.0 0.5-0.5 1.00 Q -R 0.35 1434 C 0.02 0.33 P LOCK 4.Ox 4.0 Ctr 0.5 0.76 R -H 0.32 1754 C 0.00 0.32 I LOCK 1.0x 4.0 Ctr 0.5 0.90 H -J 0.51 1717 C 0.03 0.48 K LOCK 1.0x 4.0 Ctr 0.5 0.90 J -S 0.49 1382 C 0.01 0.48 L LOCK 4.Ox 4.0 Ctr 0.5 0.77 S -E 0.29 582 C 0.00 0.29 G LOCK 4.Ox 4.0 1.2 0.5 0.60 --------Bottom Chords--------- RobbinsEngineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:35 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FG20 1 FLAT 90605 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 TC. .. .---. 9-6-5 3x3 2x4 G H 3x8 3x8 A B 1-6-0 D C 2x4 0 F E x4 3x8 4x8 w:8001 W:511 R:1047 R:1047 BCj-'--- L 9-6-5 ALL PLATES ARE LOCK20 Scale: 0.623" = 1' .0 :ttf:' ATtiKiwSYS^7 Robbins Engineering, Inc./Online Plus'" Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Online Plus -- Version 19.0.028 D 1048 0 8- 0 1- 8 RUN DATE: 08-NOV-06 C 1048 0 5-11 1- 8 CSI -Size- ----Lumber---- TC 0.52 2x 4 SP-#2 BC 0.67 2x 4 SP-#2 WB 0.78 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 6- 5 BC Cont. 0- 0- 0 9- 6- 5 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 9.5' BC V 0 10 0.0' 9.5' TC V 0 110 0.0' 9.5' Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.51 1821 C 0.04 0.47 G -H 0.43 1817 C 0.04 0.39 H -B 0.52 1817 C 0.04 0.48 --------Bottom Chords --------- D -F 0.38 0 T 0.00 0.38 F -E 0.67 1821 T 0.33 0.34 E -C 0.35 0 T 0.00 0.35 ------------- Webs ------------- D -A 0.20 1020 C A -F 0.78 1956 T F -G 0.13 694 C G -E 0.06 166 C E -H 0.13 693 C E -B 0.78 1952 T C -B 0.20 1019 C TL Defl -0.08" in F -E L/999 LL Defl -0.03" in F -E L/999 DL Defl 0.00" at L/999 Shear // Grain in A -G 0.60 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 0.5 Ctr 0.97 B LOCK 3.Ox 8.0-0.5 Ctr 0.97 F LOCK 3.Ox 8.0-0.5 Ctr 0.97 E LOCK 4.Ox 8.0 1.0 Ctr 1.00 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 1821 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JIB Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.026 Engineering -Portrait 11/62006 70:05:22 AM Pagel Job SB32ATF Mark FT23 Quan 1 Type Span M100 31107 P1-H1 10600 Left OH Right OH 0 0 Engineering ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 TC_ - ... - 3-11-7 _. - --- - - -- - 3x4 3x3 2x3 F I 1-6-0 ! B D 2x3 E x4 �- L � I 3x3 Common Diagonal: 1-3-0 I I I W:308 HGR R: 231 R: 262 BC, 3-11-7 - 3-11-7 ALL PLATES ARE LOCK20 Scale: 0.854" = 1' Robbins Engineering, Inc./Online Plus - A -F 0.29 149 C 0.00 0.29 F -C 0.29 0 T 0.00 0.29 Online Plus -- Version 19.0.028 --------Bottom Chords--------- RUNDATE: 08-NOV-06 B -E 0.35 0 T 0.00 0.35 E -D 0.46 156 T 0.01 0.45 CSI -Size- ----Lumber---- ------------- Webs ------------- TC 0.29 4x 2 SP-#2 B -A 0.02 117 C BC 0.46 4x 2 SP-#2 B -A 0.02 117 C WB 0.08 4x 2 SP-#3 A -E 0.08 221 T E -F 0.03 100 C Brace truss as follows: F -D 0.04 237 C O.C. From To D -C 0.00 14 C TC Cont. 0- 0- 0 3-11- 7 D -C 0.00 14 C BC Cont. 0- 0- 0 3-11- 7 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 231 0 3- 8 1- 8 D 263 0 3- 8 1- 8 TL Defl 0.01" in E -D L/999 LL Defl 0.01" in E -D L/999 DL Defl 0.00" at L/999 Shear // Grain in D -D 0.32 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 4.0-0.5 Ctr 0.90 D LOCK 3.Ox 4.0 0.5 Ctr 0.90 REFER TO ROBBZNS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 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 237 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber ----------Top Chords---------- Analysis Conforms To: Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering -Portrait 1 tI82006 10:05:37 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FG17 1*2P FLAT 120100 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 -TC,._.1271-0 - - ---. ----- -- ----- ---- 3x3 2x4 H F 6x6 6x6 ACii �8 . 1-6-0 0 - ;qoc D 2x4 v G 2x4 6x6 !.I E W:800 7x10 HGR R:2410 R:2493 BC' 12-1-0 12-1-0 ALL PLATES ARE LOCK20 Scale: 0.500" = 1' ��. 0 ® �ILYu4�l� Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 * 2-Ply Truss CSI -Size- ----Lumber---- TC 0.87 2x 4 SP-#2 BC 0.79 2x 4 SP-#2 WB 0.23 2x 4 SP-#3 EX A -G 2x 4 SP-#2 EX E -F 2x 6 SP-#2 EX E -B 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 1- 0 BC Cont. 0- 0- 0 12- 1- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 12.1' BC V 0 10 0.0' 12.1' TC V 200 75 0.0' 12.1' BC V 183 69 8.0' CL-LB Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 2410 0 8- 0 1- 8 C 2494 0 3- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.63 5485 C 0.10 0.73 H -F 0.69 5736 C 0.10 0.59 F -B 0.87 5736 C 0.12 0.75 --------Bottom Chords --------- D -G 0.23 0 T 0.00 0.23 G -E 0.79 5485 T 0.63 0.16 E -C 0.25 0 T 0.00 0.25 ------------- Webs ------------- D -A 0.23 2363 C A -G 0.66 5739 T G -H 0.16 1668 C H -E 0.05 276 T E -F 0.06 1581 C E -B 0.69 6000 T C -B 0.23 2442 C TL Defl -0.19" in G -E L/710 LL Defl -0.14" in G -E L/978 DL Defl -0.12" at E L/999 Shear // Grain in A -H 0.69 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 6.0 0.5 Ctr 0.97 B LOCK 6.Ox 6.0-1.0 Ctr 0.91 G LOCK 6.Ox 6.0-0.5 Ctr 0.97 E LOCK 7.0x10.0 1.0 Ctr 0.92 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- lOd nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 8 15 0 BC 1 12 24 0 WB 1 8 8 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. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 5736 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Robbins Engineering. Inc,/Online Plus" O 1996.2006 Version 19.0.028 Engineering - Portrait 1 t/82006 10:05:22 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT18 1 M100 110800 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 m 0 - ---- - -- - - - - 11- 9- 8. ..- ---- - - -- - - - - ; lx3 lx3 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 A C P Q R S T U V w E F LJ 1-6-0 B 2x3 D O N M L K J I H G 4x4 lx3 lx4 lx4 lx4 lx4 lx4 lx4y lx4 �;,� �'� ❑�v�lx4 r � � •:�•i,'•��r�6. ;,' �: ,�r s,.� '�,t +"� �k��t� � z �: KSs.� t.�f•'�.ZY�ra'�1-,�:'tf'�.. }� Is�� '�4�� Y,+h i Conanon Diagonal: 1-2-8 I .BC 11-8-0 , 11-8-0 - - ' -- - -- ---- ---- - - --i . I ALL PLATES ARE LOCK20 Scale: 0.524" = 1' Robbins Engineering, Inc./Online Plus`" W -E 0.11 36 C 0.00 0.11 N LOCK 1.Ox 4.0 Ctr 0.5 0.90 --------Bottom Chords--------- M LOCK 1.Ox 4.0 Ctr 0.5 0.90 Online Plus -- Version 19.0.028 B -0 0.18 0 T 0.00 0.18 L LOCK 1.0x 4.0 Ctr 0.5 0.90 RUN DATE: 08-NOV-06 0 -N 0.21 0 T 0.00 0.21 K LOCK 1.Ox 4.0 Ctr 0.5 0.90 N -M 0.21 0 T 0.00 0.21 J LOCK 1.0x 4.0 Ctr 0.5 0.90 CSI -Size- ----Lumber---- M -L 0.21 0 T 0.00 0.21 I LOCK 1.0x 4.0 Ctr 0.5 0.90 TC 0.12 4x 2 SP-#2 L -K 0.21 0 T 0.00 0.21 H LOCK 1.Ox 4.0 Ctr 0.5 0.90 BC 0.24 4x 2 SP-#2 K -J 0.21 0 T 0.00 0.21 G LOCK 4.Ox 4.0 1.2 0.5 0.60 WB 0.20 4x 2 SP-#3 J -I 0.21 0 T 0.00 0.21 I -H 0.24 5 T 0.00 0.24 Brace truss as follows: H -G 0.17 10 C 0.00 0.17 REFER TO ROBBINS ENG. GENERAL O.C. From To -------------Webs------------- NOTES AND SYMBOLS SHEET FOR TC Cont. 0- 0- 0 11- 8- 0 B -A 0.09 41 C 0.00 0.09 ADDITIONAL SPECIFICATIONS. BC Cont. 0- 0- 0 11- 8- 0 B -A 0.09 41 C 0.00 0.09 0 -P 0.12 130 C 0.00 0.12 NOTES: Loading Live Dead (psf) N -Q 0.12 133 C 0.00 0.12 Trusses Manufactured by: TC 40.0 10.0 M -R 0.12 133 C 0.00 0.12 East Coast Lumber BC 0.0 5.0 L -S 0.12 133 C 0.00 0.12 Analysis Conforms To: Total 40.0 15.0 55.0 K -T 0.12 133 C 0.00 0.12 FBC2004 Spacing 24.0" J -U 0.12 129 C 0.00 0.12 Design checked for LL on BC Lumber Duration Factor 1.00 I -V 0.20 152 C 0.00 0.20 per BOCA (section 1606.2.3), Plate Duration Factor 1.00 H -W 0.17 62 T 0.02 0.15 IBC/IRC-2003 and FBC 2004 TC Fb=1.15 Fc=1.10 Ft=1.10 G -E 0.08 44 C 0.00 0.08 (section 1607.1), 20.0 psf. BC Fb=1.10 Fc=1.10 Ft=1.10 G -E 0.09 44 C 0.00 0.09 Design checked for 10 psf non - concurrent LL on BC. Plus 1 UBC LL Load Case(s) TL Defl 0.00" in I -H L/999 This truss must be installed LL Defl 0.00" in I -H L/999 as shown. It cannot be Checked for NonConcurrent 200 DL Defl 0.00" at L/999 installed upside-down. Lbs Moving Point Load applied Shear // Grain in H -G 0.24 Max comp. force 152 Lbs at Panel Points and Mid -panel Quality Control Factor 1.25 on BC Plates for each ply each face. PLATING CONFORMS TO TPI. FABRICATOR NOTES: it React Uplft Size Req'd REPORTS: SBCCI 9761 1. EAST COAST LUMBER 6 SUPPLY Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA, Cont. Brg 0- 0- 0 to 11- 8- 0 USING GROSS AREA TEST. P.E.#EB5251 6 19554 1270 0 Hz = 0 Plate - LOCK 20 Ga, Gross Area 5285 ST. LUCIE BLVD. Plate - RHS 20 Ga, Gross Area FORT PIERCE FL. 34946 Membr CSI P Lbs Axl-CSI-Bnd it Type Plt Size X Y JSI 2. !!!CAUTION!!! READ "SCSI-B1 ----------Top Chords---------- P LOCK 1.0x 4.0 Ctr-0.5 0.90 SUMMARY SHEET" BEFORE A -P 0.07 25 C 0.00 0.07 Q LOCK 1.0x 4.0 Ctr-0.5 0.90 HANDLING , INSTALLING 6 P -Q 0.07 16 C 0.00 0.07 R LOCK 1.0x 4.0 Ctr-0.5 0.90 BRACING TRUSSES. Q -R 0.08 16 C 0.00 0.08 S LOCK 1.0x 4.0 Ctr-0.5 0.90 3. SEE ATTACHED DETAIL SHEET R -S 0.08 17 C 0.00 0.08 T LOCK 1.Ox 4.0 Ctr-0.5 0.90 FOR: 1-JACK NAILS. S -T 0.08 20 C 0.00 0.08 U LOCK 1.Ox 4.0 Ctr-0.5 0.90 2-TBRACE. 3-BEARING BLOCK. T -U 0.08 23 C 0.00 0.08 V LOCK 1.Ox 4.0 Ctr-0.5 0.90 4. DESIGNER: JIB U -V 0.09 26 C 0.00 0.09 W LOCK 1.0x 4.0 Ctr-0.5 0.90 V -W 0.12 43 C 0.00 0.12 0 LOCK 1.0x 4.0 Ctr 0.5 0.90 Robbins Engineering, Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/8/2006 10:05:35 AM Page 1 Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering SB32ATF FT19 6 M100 110708 10600 0 0 ENGLE/SB32ATF/M#13007 HO 1-6-0 HO 1-6-0 m TC _8_4 2-0-0 i I 8-4 1 0 ix3 4x4 3x3 3x3 3x3 3x3 4x4 A N F H O C - 1-6-0 I G� } E B 2x3 M L G I K J 4x4 3x3 3x3 lx4 lx4 3x3 3x3 Common Diagonal: 1-3-0 HGR W:208 R: 672 R: 674 5- 9-12 SCi 5-9-12 5-9-12 �.. 11-7-8 - .. ALL PLATES ARE LOCK20 Scale: 0.518" = 1' �� ri 7►, 'i► •�I i� Ip� 0ltl Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.33 4x 2 SP-#2 BC 0.54 4x 2 SP-#2 WB 0.30 4x 2 SP-#3 Brace truss as follows: O.C. From To TICCont. 0- 0- 0 11- 7- 8 BC Cont. 0- 0- 0 11- 7- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TICFb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 672 0 3- 8 1- 8 E 674 0 2- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -N 0.32 544 C 0.00 0.32 N -F 0.33 1250 C 0.01 0.32 F -H 0 21 1380 C 0.00 0.21 Robbins Engineering, Inc./Online P1us- B -M 0.25 0 T 0.00 0.25 M -L 0.54 1020 T 0.10 0.44 L -G 0.43 1380 T 0.11 0.32 G -I 0.52 1380 T 0.14 0.38 I -K 0.44 1380 T 0.14 0.30 K -J 0.53 982 T 0.09 0.44 J -E 0.26 0 T 0.00 0.26 -------------Webs------------- B -A 0.07 366 C B -A 0.07 366 C A -M 0.30 770 T M -N 0.14 706 C N -L 0.13 340 T L -F 0.05 275 C G -F 0.06 168 T I -H 0.07 176 T H -K 0.06 313 C K -0 0.14 368 T 0 -J 0.14 716 C J -C 0.29 744 T E -C 0.07 367 C E -C 0.07 367 C TL Defl -0.06" in L -G L/999 LL Defl -0.05" in L -G L/999 DL Defl -0.12" at G L/999 Shear // Grain in E -E 0.33 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 4.0-0.5-0.5 0.93 C LOCK 4.Ox 4.0 0.5-0.5 0.90 M LOCK 3.Ox 3.0-0.5 Ctr 0.98 G LOCK 1.0x 4.0 Ctr 0.5 0.90 I LOCK 1.0x 4.0 Ctr 0.5 0.90 J LOCK 3.Ox 3.0 0.5 Ctr 0.99 E LOCK 4.Ox 4.0 1.2 0.5 0.60 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 1380 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB H -0 0.29 1232 C 0.01 0.28 O -C 0.28 500 C 0.00 0.28 --------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering -Portrait t tl8l2006 10:05:36 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATF FG15 1*2P FLAT 130701 10600 0 0 ENGLE/SB32ATF/M#13007 NO 1-6-0 NO 1-6-0 TC 13-7-1 #4x8 Ij0 !z; 5x6 ...- #4x8 2x4 #4x8 #4x8 #5x6 A R M U V B = AP, 9W 1-6-0Nip 06N M_ Moll i=2x4 D C 2x4 v P Q I -- T -_ - S #6x6 #4x8 4x12 #4x8 #4x8 I I W:511 W:600 I l W:408 R:3712 R:5958 R:1790 BC'I ---- 6-10-1 - - -- -- - -----�---- - ---•----6-9-0- - - --- - --- r =i-- - --- - - - -- - -- - 13-7-1 ALL PLATES ARE LOCK20, # PLATE SELECTED IN PLATE MONITOR Scale: 0.450" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 * 2-Ply Truss +++rr++t++++r++ CSI -Size- ----Lumber---- TC 0.86 2x 4 SP-#2 BC 0.60 2x 4 SP-#2 WB 1.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 7- 1 BC Cont. 0- 0- 0 13- 7- 1 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 13.6' BC V 0 10 0.0' 13.6' TC V 400 150 0.0' 13.6' TC V 1813 680 1.7' CL-LB Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx in-Sx D 3713 0 5-11 2- 3 I 5958 0 6- 0 3- 5 C 1790 0 4- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd S# LOCK 4.Ox 8.0 0.5 Ctr 0. ----------Top Chords ---------- A -O 0.21 3931 C 0.04 0.17 # = Plate Monitor used Robbins Engineering, Inc./Online Plus' 0 7996-2006 Version 79.0.026 Engineering -Portrait 71/82006 10:10:58 AM Page 1 Robbins Engineering, Inc./Online P1usTM O -R 0.44 2537 C 0.02 0.42 R -M 0.86 2212 T 0.25 0.61 M -U 0.86 2212 T 0.25 0.61 U -V 0.33 942 C 0.00 0.33 V -S 0.37 1926 C 0.01 0.36 --------Bottom Chords --------- D -P 0.15 0 T 0.00 0.15 P -Q 0.60 3931 T 0.45 0.15 Q -1 0.53 2537 T 0.29 0.24 I -T 0.34 942 T 0.10 0.24 T -S 0.31 1926 T 0.22 0.09 S -C 0.12 0 T 0.00 0.12 ------------- Webs ------------- D -A 0.35 3626 C A -P 1.00 5021 T P -O 0.31 3187 C O -Q 0.15 1541 C Q -R 0.11 664 T R -i 0.52 5250 C I -M 0.17 1750 C I -U 0.35 3592 C T -U 0.08 437 T T -V 0.11 1120 C S -V 0.10 1046 C S -B 0.43 2193 T C -B 0.17 1753 C TL Defl -0.05" in P -Q L/999 LL Defl -0.03" in P -Q L/999 DL Defl -0.12" at Q L/587 Shear // Grain in O -R 0.73 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBZNS 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 JSZ A LOCK S.Ox 6.0 1.0 Ctr 0.97 O# LOCK 4.Ox 6.0 0.5-0.1 0.51 R# LOCK 4.Ox 8.0 0.5-0.1 0.90 U# LOCK 4.Ox 8.0-0.5-0.1 0.60 V# LOCK 4.Ox 8.0-0.5-0.1 0.25 B# LOCK S.Ox 6.0-0.5 Ctr 0.47 P# LOCK 6.Ox 6.0 0.1 0.4 0.99 Q# LOCK 4.Ox 8.0-0.5 Ctr 0.27 T# LOCK 4.Ox 8.0 0.5-0.1 0.26 44 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- lOd nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 4.5 8.5 0 SC 1 12 24 0 WB 1 6 8 Plus clusters of nails where shown. Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Max comp. force 5250 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#ES5251 6 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR TI5 1 DUAL 110000 6 1- 2- 0 1- 2- 0 ENGLE/SB32ATF/M#13007 HO 1-1-5 HO 1-1-5 3-10-5 4x6 i D 3x6 I i W:308 W:308 R: 535 R: 535 U: 220 U: 220 BC 11-0-0 11-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.32 2x 4 SP-#2 BC 0.45 2x 4 SP42 WB 0.12 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 0- 0 BC Cont. 0- 0- 0 11- 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 Robbins Engineering, Inc./Online Plus - Hz = 97 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.32 410 C 0.00 0.32 B -F 0.32 410 C 0.00 0.32 --------Bottom Chords --------- A -D 0.43 82 T 0.00 0.43 D -C 0.45 82 T 0.00 0.45 ------------- Webs ------------- A -E 0.06 417 C WindLd E -D 0.12 382 T D -B 0.04 153 T D -F 0.12 382 T C -F 0.06 417 C WindLd TL Defl -0.03" in D -C L/999 LL Defl 0.03" in A -D L/999 DL Defl -0.12" at D L/999 Shear // Grain in E -B 0.24 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx A 536 221 3- 8 1- 8 NOTES: Hz = -96 Trusses Manufactured by: C 536 221 3- 8 1- 8 East Coast Lumber Robbins Engineering, Ino./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8P2006 8:39:14 AM Pagel Scale: 0.466" = 1 Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 417 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Job SB32ATR Mark ATI S Quan 1 *2P Type ATI2 Span 190200 P1-H1 Left OH Right OH 6 1- 3- 0 1- 3- 0 Engineerrng ENGLE/SB32ATF/M#13007 HO 7-9-13 0 0 HO 7-9-13 0 0 m 0 TC `...-1- 9-7-0 -- - - 1 - m 0 -- 9-7-0----I~ 4x4 D M N #3x6 #3x6 #4x4 6 #4x4 B F #6x6 K #6x6 \ L J 2x4 12-7-5 0 r i I 0 12- 8- 0 j A G #3x8 #3x8 Sl W:700 I #7x12 W:700 R:2038 R:2038 U: 576 I H U: 576 #7x10 #7x10 BC f ! - -- -- - - - - 19-2-0 ! I 1 19-2-0 -1 i ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.158" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 • 2-Ply Truss a •aaa •a•aaaaaa• CSI -Size- ----Lumber---- TC 0.19 2x 4 SP-#2 BC 0.15 2x 8 SP-SS WB 0.30 2x 4 SP-#3 ACT 0.11 2x 4 SP-#3 AWT 0.01 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 2- 0 BC Cont. 0- 0- 0 19- 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 Load Case # 1 Attic Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 19.2' BC V 0 10 0.0' 19.2' BC V 60 4 3.2' 15.9' MA V 0 10 3.1' 16.1' MA V 0 10 0.3' 9.0' MA V 0 10 0.3' 9.0' BC V 350 350 2.9' CL-LB BC V 350 350 16.2' CL-LB Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- G 2039 576 7- 0 1- 8 Hz = 447 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.16 760 C 0.00 0.16 B -D 0.19 608 C 0.00 0.19 D -F 0.19 608 C 0.00 0.19 F -L 0.16 760 C 0.00 0.16 --------Bottom Chords --------- A -I 0.14 314 T 0.00 0.14 I -S1 0.15 712 T 0.01 0.14 S1-H 0.15 712 T 0.01 0.14 H -G 0.14 314 T 0.00 0.14 ------------- Webs ------------- A -K 0.27 2174 C WindLd K -I 0.30 1904 T B -B 0.20 307 C 0.00 0.20 I -B 0.20 330 C 0.00 0.20 F -F 0.20 307 C 0.00 0.20 H -F 0.20 330 C 0.00 0.20 H -L 0.30 1904 T G -L 0.27 2174 C WindLd ------Attic Chords (Top)------ - -J 0.11 374 C 0.00 0.11 J -F 0.11 374 C 0.00 0.11 -------Attic Webs (Top)------- J -D 0.01 88 T TL Dofl -0.17" in I -S1 L/999 LL Defl -0.13" in I -S1 L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in I -S1 0.16 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 % Y JSI K# LOCK 6.Ox 6.0-1.1 Ctr 0.59 B# LOCK 4.Ox 4.0-0.2 0.6 0.21 F# LOCK 4.Ox 4.0 Ctr 0.9 0.21 L# LOCK 6.Ox 6.0 1.1 Ctr 0.59 I# LOCK 7.0x10.0 Ctr-2.2 0.39 H# LOCK 7.0x10.0 Ctr-2.2 0.39 B# LOCK 3.Ox 6.0 Ctr-0.3 0.54 F# LOCK 3.Ox 6.0 0.5-0.2 0.53 # = Plate Monitor used Jt React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL Lbs Lbs In-Sx In-Sx NOTES AND SYMBOLS SHEET FOR A 2039 576 7- 0 1- 8 ADDITIONAL SPECIFICATIONS. Hz = -446 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:09 AM Page 1 of 2 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforma 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 2 12 24 0 WB 1 8 8 Plus clusters of nails where shown. OH Loading Soffit psf 2.0 Provide connection to bearing for 447 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. 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 Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 2174 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 Job Ma=k Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR A 1*2P ATI2 190200 6 1- 3- 0 1- 3- 0 cont. ENGLE/SB32ATF/M#13007 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JIB Robbins Engineering. Inc./Online PlUSTM m 1996-2006 Version 19.0.028 Engineering - Portrait 1118/2006 8:39:09 AM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR ATI SB 6 ATI2 190200 6 1- 3- 0 1- 3- 0 ENGLE/SB32ATF/M#13007 HO 7-9-13 HO 7-9-13 0 0 o c M to 0 0 4x4 D 6. #3x6 #3x6 #4x4 #4x F4 B #6x6 #6x6 K / L J 2x4 12-7-5 m o �1 12- 8- 0 - - - b .• -� A y ; .L G 111 #3x8 �g I S1 H #3x8 WI700 #7x10 #7xl2 #7x10 W:700 R:1338 R:1338 U: 282 U: 282 BC 19-2-0 19-2-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.165" = 1' Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd # = Plate Monitor used Lbs Lbs In-Sx In-Sx Online Plus -- Version 19.0.028 A 1339 283 7- 0 1- 9 REFER TO ROBBINS ENG. GENERAL RUN DATE: 08-NOV-06 Hz = -446 NOTES AND SYMBOLS SHEET FOR G 1339 283 7- 0 1- 9 ADDITIONAL SPECIFICATIONS. CSI -Size- ----Lumber---- Hz = 447 TC 0.38 2x 4 SP-#2 NOTES: BC 0.32 2x 8 SP-SS Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: WB 0.41 2x 4 SP-#3 ----------Top Chords---------- East Coast Lumber ACT 0.17 2x 4 SP-#3 K -B 0.37 507 C 0.00 0.37 Analysis Conforms To: AWT 0.02 2x 4 SP-#3 B -D 0.38 591 C 0.00 0.38 FBC2004 PB --- 2x 4 SP-#3 D -F 0.38 591 C 0.00 0.38 OH Loading F -L 0.37 507 C 0.00 0.37 Soffit psf 2.0 Brace truss as follows: --------Bottom Chords--------- Provide connection to bearing O.C. From To A -1 0.30 314 T 0.00 0.30 for 447 Lbs Horiz Reaction TC Cont. 0- 0- 0 19- 2- 0 I -S1 0.32 479 T 0.02 0.30 Design checked for LL on BC BC Cont. 0- 0- 0 19- 2- 0 S1-H 0.32 479 T 0.02 0.30 per BOCA (section 1606.2.3), WB 1 rows CLB on A -K H -G 0.30 313 T 0.00 0.30 IBC/IRC-2003 and FBC 2004 WB 1 rows CLB on I -B -------------Webs------------- (section 1607.1), 20.0 psf. WB 1 rows CLB on H -F A -K 0.41 1493 C WindLd 1 Br Design checked for 10 psf non- WB 1 rows CLB on G -L K -I 0.41 1299 T concurrent LL on BC. Attach CLB with (2)-10d nails B -B 0.20 424 C 0.05 0.15 NOTE: USER MODIFIED PLATES at each web. I -B 0.19 450 C 0.04 0.15 This design may have plates F -F 0.20 424 C 0.05 0.15 selected through a plate Loading Live Dead (psf) H -F 0.19 450 C 0.04 0.15 monitor. TC 20.0 15.0 H -L 0.41 1299 T Wind Loads - ANSI / ASCE 7-02 BC 0.0 5.0 G -L 0.41 1493 C WindLd 1 Br Truss is designed as a Main Total 20.0 20.0 40.0 ------Attic Chords (Top)------ Wind -Force Resistance System. Spacing 24.0" B -J 0.17 158 C 0.00 0.17 Wind Speed: 120 mph Lumber Duration Factor 1.25 J -F 0.17 158 C 0.00 0.17 Mean Roof Height: 25-0 Plate Duration Factor 1.25 -------Attic Webs (Top)------- Exposure Category: B TC Fb=1.15 Fc=1.10 Ft=1.10 J -D 0.02 83 T Occupancy Factor : 1.00 BC Fb=1.10 Fc=1.10 Ft=1.30 Building Type: Enclosed TL Defl -0.29" in I -S1 L/742 Zone location: Exterior Load Case # 1 Attic Loading LL Defl -0.24" in I -S1 L/885 TC Dead Load 7.0 psf Lumber Duration Factor 1.25 DL Defl -0.12" at S1 L/999 BC Dead Load 3.0 psf Plate Duration Factor 1.25 Shear // Grain in I -S1 0.32 Unbalanced Loads Checked plf - Live Dead From To Load Factors = 1.00 and 0.00 TC V 40 30 0.0' 19.2' Plates for each ply each face. Max comp. force 1493 Lbs BC V 0 10 0.0' 19.2' PLATING CONFORMS TO TPI. Quality Control Factor 1.00 BC V 60 4 3.2' 15.9' REPORTS: SBCCI 9761 MA V 0 10 3.1' 16.1' ROBBINS ENGINEERING, INC. FABRICATOR NOTES: MA V 0 10 0.3' 9.0' BASED ON SP LUMBER 1- EAST COAST LUMBER 6 SUPPLY MA V 0 10 0.3' 9.0' USING GROSS AREA TEST. MAURICE A. SHASHOUA, Plate - LOCK 20 Ga, Gross Area P.E.#EB5251 6 19554 Plate - RHS 20 Ga, Gross Area 5285 ST. LUCIE BLVD. Plus 6 Wind Load Case(s) Jt Type Plt Size X Y JSI FORT PIERCE FL. 34946 Plus 2 Unbalanced Load Cases K# LOCK 6.Ox 6.0-0.8-0.3 0.66 2. !!!CAUTION!!! READ 11SCSI-B1 Plus 1 UBC LL Load Case(s) B# LOCK 4.Ox 4.0-0.1 0.7 0.21 SUMMARY SHEET" BEFORE F# LOCK 4.Ox 4.0 Ctr 0.7 0.21 HANDLING , INSTALLING 6 Checked for NonConcurrent 200 L# LOCK 6.Ox 6.0 0.8-0.5 0.64 BRACING TRUSSES. Lbs Moving Point Load applied I# LOCK 7.0x10.0 Ctr-0.1 0.42 3. SEE ATTACHED DETAIL SHEET at Panel Points and Mid -panel B# LOCK 3.Ox 6.0 Ctr-0.2 0.53 FOR: 1-JACK NAILS. on BC F# LOCK 3.Ox 6.0 Ctr-0.2 0.53 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JIB Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:10 AM Page 1 • Job SB32ATR Mark ATI SC Quan Type 3 ATI2 Span 181000 P1-H1 Left OH Right OH 6 1- 3- 0 0 Engineering ENGLE/SB32ATF/M#13007 HO 7-9-13 0 0 HO 7-11-13 M 0 TC!. 9-7-0 - 9-3-0 - 4x4 D 0 P #3x6 #3x6 #4x46 #4x4 g F #6x6/ Sx4 K M J 2x4 12-7-5 m i IN i I 0 1!! 12- 8- 0 A N #3x8 I Sl H y #3x8 11 #7x10 W:700 #7xl2 #7x10 W:300 R:1317 R:1231 U: 277 U: 238 BC r - � --- - - - ---18-10-0 -- -- - i - 18-10-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.164" = 1' Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL Lbs Lbs In-Sx In-Sx NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 19.0.028 A 1317 277 7- 0 1- 9 ADDITIONAL SPECIFICATIONS. RUN DATE: 08-NOV-06 Hz = -445 N 1232 239 3- 0 1- 8 NOTES: CSI -Size- ----Lumber---- Hz = 451 Trusses Manufactured by: TC 0.39 2x 4 SP-#2 East Coast Lumber BC 0.35 2x 8 SP-SS Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: WB 0.44 2x 4 SP-#3 ----------Top Chords---------- FBC2004 ACT 0.17 2x 4 SP-113 K -B 0.35 483 C 0.00 0.35 OH Loading AWT 0.02 2x 4 SP-#3 B -D 0.39 589 C 0.00 0.39 Soffit psf 2.0 PB --- 2x 4 SP-#3 D -F 0.39 591 C 0.00 0.39 Provide connection to bearing F -M 0.39 475 C 0.00 0.39 for 451 Lbs Horiz Reaction Brace truss as follows: --------Bottom Chords--------- Design checked for LL on BC O.C. From To A -I 0.27 313 T 0.00 0.27 per BOCA (section 1606.2.3), TC Cont. 0- 0- 0 18-10- 0 I -S1 0.29 455 T 0.02 0.27 IBC/IRC-2003 and FBC 2004 BC Cont. 0- 0- 0 18-10- 0 S1-H 0.35 455 T 0.02 0.33 (section 1607.1), 20.0 psf. WB 1 rows CLB on A -K H -N 0.33 315 T 0.00 0.33 Design checked for 10 psf non- WB 1 rows CLB on I -B -------------Webs------------- concurrent LL on BC. WB 1 rows CLB on H -F A -K 0.40 1428 C WindLd 1 Br NOTE: USER MODIFIED PLATES WB 1 rows CLB on N -M K -I 0.39 1238 T This design may have plates Attach CLB with (2)-10d nails B -B 0.19 430 C 0.05 0.14 selected through a plate at each web. I -B 0.19 455 C 0.05 0.14 monitor. F -F 0.19 439 C 0.05 0.14 Wind Loads - ANSI / ASCE 7-02 Loading Live Dead (psf) H -F 0.19 465 C 0.05 0.14 Truss is designed as a Main TC 20.0 15.0 H -M 0.44 1402 T Wind -Force Resistance System. BC 0.0 5.0 N -M 0.44 1573 C WindLd 1 Br Wind Speed: 120 mph Total 20.0 20.0 40.0 ------Attic Chords (Top)------ Mean Roof Height: 25-0 Spacing 24.0" B -J 0.17 144 T 0.03 0.14 Exposure Category: B Lumber Duration Factor 1.25 J -F 0.17 144 T 0.03 0.14 Occupancy Factor : 1.00 Plate Duration Factor 1.25 -------Attic Webs (Top)------- Building Type: Enclosed TC Fb=1.15 Fc=1.10 Ft=1.10 J -D 0.02 83 T Zone location: Exterior BC Fb=1.10 Fc=1.10 Ft=1.10 TC Dead Load 7.0 psf TL Defl -0.29" in I -S1 L/732 BC Dead Load 3.0 psf Load Case # 1 Attic Loading LL Defl -0.25" in I -S1 L/880 Unbalanced Loads Checked Lumber Duration Factor 1.25 DL Defl -0.12" at S1 L/999 Load Factors = 1.00 and 0.00 Plate Duration Factor 1.25 Shear // Grain in S1-H 0.32 Max comp. force 1573 Lbs plf - Live Dead From To Quality Control Factor 1.00 TC V 40 30 0.0' 18.8' Plates for each ply each face. BC V 0 10 0.0' 18.8' PLATING CONFORMS TO TPI. FABRICATOR NOTES: BC V 60 4 3.2' 15.9' REPORTS: SBCCI 9761 1. EAST COAST LUMBER 6 SUPPLY MA V 0 10 3.1' 16.1' ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA, MA V 0 10 0.3' 9.0' BASED ON SP LUMBER P.E.#EB5251 6 19554 MA V 0 10 0.3' 9.0' USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "BCSI-B1 Plus 6 Wind Load Case(s) Jt Type Plt Size X Y JSI SUMMARY SHEET" BEFORE Plus 2 Unbalanced Load Cases K# LOCK 6.Ox 6.0-0.8-0.3 0.64 HANDLING , INSTALLING S Plus 1 UBC LL Load Case(s) B# LOCK 4.Ox 4.0 Ctr 0.7 0.21 BRACING TRUSSES. F# LOCK 4.Ox 4.0 Ctr 0.7 0.21 3. SEE ATTACHED DETAIL SHEET Checked for NonConcurrent 200 H# LOCK 7.Ox10.0 Ctr 0.1 0.48 FOR: 1-JACK NAILS. Lbs Moving Point Load applied B# LOCK 3.Ox 6.0 Ctr-0.2 0.53 2-TBRACE. 3-BEARING BLOCK. at Panel Points and Mid -panel F# LOCK 3.Ox 6.0-0.1-0.2 0.54 4. DESIGNER: JIB on BC # = Plate Monitor used Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:11 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR GE19 1 SP 20700 6 1- 3- 0 0 ENGLE/SB32ATF/M#13007 HO 7-9-13 HO 9-1-5 TCil-3-0 2-770 9-1-5 6 2x4 B C _, #4x6 �72` _f 21'71 BC 2-7-0 2-7-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.265" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.22 2x 4 SP-#2 WB 0.58 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 7- 0 BC Cont. 0- 0- 0 2- 7- 0 WB 1 rows CLB on A -G WB 1 rows CLB on C -B Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0' Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 2- 7- 0 405 125 Hz = 404 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus" ----------Top Chords ---------- G -B 0.08 118 C 0.00 0.08 --------Bottom Chords --------- A -C 0.22 0 T 0.00 0.22 ------------- Webs ------------- A -G 0.41 752 C WindLd 1 Br G -C 0.58 750 T C -B 0.35 90 C WindLd 1 Br TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.16 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 G# LOCK 4.Ox 6.0-0.7-0.5 0.46 C# LOCK 4.Ox 6.0 0.4 Ctr 0.48 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 403 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 752 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Robbins Engineering. Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:16 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S'B32ATR H24 1 HHIP 160400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 1-1-7 HO 4-3 HO 1-1-7 TC' 1-2-0 1 1-6-7 -- -' -_ _ _ .-' ------'---- 14-9-9 5x8 2x4 '3x8 5x6 6i B G S2 C D 2x4 W:400 W:400 R: 749 R: 653 U: 309 U: 274 BC 16-4-0 16-4-0 ALL PLATES ARE LOCK20 Scale: 0.367" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.69 2x 4 SP-#2 EX S2-C 2x 4 SP-SS BC 0.75 2x 4 SP-#2 WB 0.69 2x 4 SP-#3 EX F -C 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 16- 4- 0 BC Cont. 0- 0- 0 16- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 749 310 4- 0 1- 8 Hz = 18 D 653 275 4- 0 1- 8 Hz = 36 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- * -B 0.10 1278 C 0.01 0.09 B -G 0.69 3175 C 0.16 0.53 G -S2 0.47 3175 C 0.18 0.29 S2-C 0.62 3175 C 0.13 0.49 --------Bottom Chords --------- A -E 0.64 1100 T 0.16 0.48 E -S1 0.69 1080 T 0.16 0.53 S1-F 0.63 1080 T 0.16 0.47 F -D 0.75 27 T 0.00 0.75 ------------- Webs ------------- E -B 0.11 346 T B -F 0.69 2102 T F -G 0.08 519 C F -C 0.88 3196 T D -C 0.09 597 C WindLd TL Defl -0.58" in S1-F L/323 LL Defl -0.29" in S1-F L/657 DL Defl -0.61" at S1 L/305 Shear // Grain in S1-F 0.39 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 8.0 Ctr-0.1 0.90 C LOCK 5.Ox 6.0-0.5 Ctr 0.93 F LOCK 4.0x10.0 Ctr 0.5 1.00 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 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 3175 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JIB Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 1118/2006 8:39.13 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR H23 1 HHIP 160400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 2-1-7 HO 4-3 HO 2-1-7 TC., 1-2-0 3-6-7 i _.- 12-9-9 -- ------ - -... - -- - - -- --- i 4x8 2x4 3x4 B G C W:400 R: 749 U: 307 BC 16-4-0 - -- - - --- - - - '- -- -- - -- - - 16-4-0-- ALL PLATES ARE LOCK20 D 2x4 W:400 R: 653 U: 276 Scale: 0.367" = 1' Robbins Engineering, Inc./Online P1us- A -B 0.12 1108 C 0.00 0.12 Soffit psf 2.0 B -G 0.52 1504 C 0.01 0.51 Design checked for LL on BC Online Plus -- Version 19.0.028 G -C 0.52 1504 C 0.01 0.51 per BOCA (section 1606.2.3), RUN DATE: 08-NOV-06 --------Bottom Chords--------- IBC/IRC-2003 and FBC 2004 A -E 0.36 995 T 0.13 0.23 (section 1607.1), 20.0 psf. CSI -Size- ----Lumber---- E -S1 0.54 992 T 0.12 0.42 Design checked for 10 psf non- TC 0.52 2x 4 SP-#2 S1-F 0.41 992 T 0.12 0.29 concurrent LL on BC. BC 0.54 2x 4 SP-#2 F -D 0.52 66 T 0.00 0.52 Wind Loads - ANSI / ASCE 7-02 WB 0.50 2x 4 SP-#3 -------------Webs------------- Truss is designed as a Main E -B 0.07 224 T Wind -Force Resistance System. Brace truss as follows: B -F 0.17 532 T Wind Speed: 120 mph O.C. From To F -G 0.08 510 C Mean Roof Height: 25-0 TC Cont. 0- 0- 0 16- 4- 0 F -C 0.50 1567 T Exposure Category: B BC Cont. 0- 0- 0 16- 4- 0 D -C 0.10 623 C WindLd Occupancy Factor : 1.00 Building Type: Enclosed Loading Live Dead (psf) TL Defl -0.14" in E -S1 L/999 Zone location: Exterior TC 20.0 15.0 LL Defl -0.06" in S1-F L/999 TC Dead Load 7.0 psf BC 0.0 5.0 DL Defl -0.24" at S1 L/790 BC Dead Load 3.0 psf Total 20.0 20.0 40.0 Shear // Grain in S1-F 0.42 Max comp. force 1504 Lbs Spacing 24.0" Quality Control Factor 1.00 Lumber Duration Factor 1.25 Plates for each ply each face. Plate Duration Factor 1.25 PLATING CONFORMS TO TPI. FABRICATOR NOTES: TC Fb=1.15 Fc=1.10 Ft=1.10 REPORTS: SBCCI 9761 1. EAST COAST LUMBER & SUPPLY BC Fb=1.10 Fc=1.10 Ft=1.10 ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA, BASED ON SP LUMBER P.E.#EB5251 & 19554 USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. Plus 6 Wind Load Case(s) Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 Plus 1 UBC LL Load Case(s) Plate - RHS 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 Jt Type Plt Size X Y JSI SUMMARY SHEET" BEFORE Checked for NonConcurrent 200 C LOCK 3.Ox 4.0-1.0 Ctr 0.95 HANDLING , INSTALLING & Lbs Moving Point Load applied F LOCK 3.Ox 8.0 0.5 Ctr 0.99 BRACING TRUSSES. at Panel Points and Mid -panel 3. SEE ATTACHED DETAIL SHEET on BC FOR: 1-JACK NAILS. REFER TO ROBBINS ENG. GENERAL 2-TBRACE. 3-BEARING BLOCK. Jt React Uplft Size Req'd NOTES AND SYMBOLS SHEET FOR 4. DESIGNER: JIB Lbs Lbs In-Sx In-Sx ADDITIONAL SPECIFICATIONS. A 749 308 4- 0 1- 8 Hz = 39 NOTES: D 653 277 4- 0 1- 8 Trusses Manufactured by: Hz = 86 East Coast Lumber Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2004 ----------Top Chords---------- OH Loading Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:13 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR H22 1 HHIP 160400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 HO 3-1-7 TC 1-2-0 5-6-7 10-9-9 1 4x6 3x4 2x4 B F C 71 3-1-7 3x4 A D E S1 3x4 3x4 3x4 WI4I0 W:4I0 R: 749 R: 653 U: 304 U: 280 BC 16-4-0 ' 16-4-0 - ALL PLATES ARE LOCK20 Scale: 0.367" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.37 2x 4 SP-#2 BC 0.99 2x 4 SP-#2 WB 0.50 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 16- 4- 0 BC Cont. 0- 0- 0 16- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus" ----------Top Chords ---------- A -B 0.23 995 C 0.01 0.22 B -F 0.37 888 C 0.00 0.37 F -C 0.37 45 C 0.00 0.37 --------Bottom Chords --------- A -E 0.80 888 T 0.11 0.69 E -S1 0.77 844 T 0.08 0.69 S1-D 0.99 844 T 0.08 0.91 ------------- Webs ------------- E -B 0.06 224 T E -F 0.06 217 T F -D 0.50 959 C D -C 0.05 154 C WindLd TL Defl -0.55" in S1-D L/341 LL Defl -0.36" in S1-D L/518 DL Defl -0.17" at S1 L/999 Shear // Grain in F -C 0.29 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: A 749 304 4- 0 1- 8 East Coast Lumber Hz = 60 Analysis Conforms To: D 653 280 4- 0 1- 8 FBC2004 Hz = 136 OH Loading Soffit psf 2.0 Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:12 AM Page 1 per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 995 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR �i21 1 HHIP 160400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 HO 3-9-7 TC i1-2-0_i.---------•- =-10-7- 1 ---- -. 9-5-9 5x10 2x4 4x6 #8x10 B J K C �k f} 61 3x4 I I 3-9-7 3x10 4x6 A R f' 11Al D ,u H �r E G S1 F I/ #5x10 '•• 2x4 !i7x8 7x8 5x6 6x10 W:400 W:400 R:3088 R:4560 U:1282 U:1921 -BC, 16-4-0 - 16-4-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.360" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 1.00 2x 4 SP-#2 BC 0.58 2x 6 SP-SS EX S1-D 2x 6 SP-#2 WB 0.87 2x 4 SP-#3 EX F -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 16- 4- 0 BC Cont. 0- 0- 0 16- 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' 16.3' BC V 0 10 0.0' 16.3' BC V 223 223 7.0' 16.3' BC V 1039 1039 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 3088 1282 4- 0 3-10 Hz = 75 Robbins Engineering, Inc./Online Plus - Hz = 166 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.68 6031 C 0.34 0.34 I -B 1.00 6034 C 0.30 0.70 B -J 0.66 5152 C 0.24 0.42 J -K 0.37 5152 C 0.32 0.05 K -C 0.26 3331 C 0.21 0.05 --------Bottom Chords --------- * -H 0.49 5369 T 0.37 0.12 H -E 0.49 5369 T 0.37 0.12 E -G 0.58 5381 T 0.37 0.21 G -S1 0.36 3331 T 0.23 0.13 S1-F 0.75 3331 T 0.44 0.31 F -D 0.37 130 T 0.00 0.37 ------------- Webs ------------- H -I 0.05 157 T I -E 0.04 179 T E -B 0.85 2699 T B -G 0.10 340 C G -J 0.06 309 C G -K 0.87 2742 T F -K 0.48 2255 C F -C 0.92 5014 T D -C 0.38 3862 C WindLd TL Defl -0.25" in E -G L/739 LL Defl -0.13" in E -G L/999 DL Defl -0.19" at E L/974 Shear // Grain in E -G 0.67 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 0.4 0.4 0.96 A LOCK 3.0x10.0 2.9 1.4 1.00 B LOCK 5.Ox10.0-0.5-0.9 0.97 K LOCK 4.Ox 6.0-1.0 Ctr 0.95 C# LOCK 8.0x10.0 0.5-0.5 0.94 E LOCK 7.Ox 8.0 Ctr-1.0 0.86 G LOCK 7.Ox 8.0 1.0-0.4 0.88 F LOCK 6.Ox10.0 1.0 Ctr 0.93 D# LOCK 5.0x10.0 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. 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 6034 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB D 4561 1922 4- 0 5- 6 ** # = Plate Monitor used Robbins Engineering, Inc./Online Plus'- m 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 6:39.11 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S'B32ATR H10 1 SP 240400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 0 0 HO 3-10-3 N O TC. 'i 770-0 2x4 3x8 4x4 I S1 J 4x8 Sx6 B C 6 3x4 H 3-10-3 5x4 3x6 A D K ' G F S2 E 3x3 :I 2x4 `!3x4 3x8 4x8 5x6 W : 400 HGR R:2076 R:2077 U: 861 U: 878 BC? 24-4-0 ----- .-------- - 1 - 24-4-0 ALL PLATES ARE LOCK20 Scale: 0.256" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.63 2x 4 SP-SS EX A -B 2x 4 SP-#2 BC 0.81 2x 4 SP-#2 EX S2-D 2x 4 SP-SS WB 0.46 2x 4 SP-#3 EX E -C 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 24.3' BC V 0 10 0.0' 24.3' TC V 50 38 7.0' 23.3' TC V -40 -30 23.3' 24.3' BC V 0 13 7.1' 23.3' BC V 0 -10 23.3' 24.3' BC V 280 280 7.1' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd E LOCK 5.Ox 6.0 1.0 Ctr Lbs Lbs In-Sx In-Sx Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:05 AM Pagel Robbins Engineering, Inc./Online P1us- A 2077 862 4- 0 2- 7 Hz = 80 D 2077 879 3- 8 2- 7 Hz = 174 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.39 3768 C 0.12 0.27 H -B 0.63 3713 C 0.10 0.53 B -I 0.63 3980 C 0.13 0.50 I -S1 0.56 3980 C 0.07 0.49 S1-J 0.59 3980 C 0.07 0.52 J -C 0.58 2876 C 0.07 0.51 --------Bottom Chords --------- * -K 0.78 3337 T 0.61 0.17 K -G 0.78 3337 T 0.61 0.17 G -F 0.81 3346 T 0.35 0.46 F -S2 0.75 2876 T 0.30 0.45 S2-E 0.66 2876 T 0.15 0.51 E -D 0.30 137 T 0.00 0.30 ------------- Webs ------------- K -H 0.05 168 T H -G 0.03 160 C G -B 0.20 679 T B -F 0.23 741 T F -i 0.21 946 C F -J 0.41 1301 T E -J 0.38 1664 C E -C 0.77 3394 T D -C 0.46 2040 C WindLd TL Defl -0.32" in G -F L/884 LL Defl -0.15" in G -F L/999 DL Defl -0.23" at F L/999 Shear // Grain in J -C 0.68 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.85 A LOCK 5.Ox 4.0 3.2 1.1 0.80 C LOCK 5.Ox 6.0-1.0 Ctr 0.97 F LOCK 3.Ox 8.0 0.5 Ctr 0.88 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.98 0.97 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 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. 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 3980 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR H11 1 SP 240400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 0 0 N O TC H 9-0-0 4-10-3 HO 3-10-2 13-4 _0 -- -2_-0-0 4x8 2x4 5x4 B I C 4 D 3x4 1i 3x4 3x6 3x8 W:400 HGR R:1069 R: 973 U: 438 U: 414 BC-- 24-4-0 -I - - - - - 24-4-0- ..----------------•-- - ---- - ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 19.0.028 A -H 0.31 1676 C 0.01 0.30 RUN DATE: 07-NOV-06 H -B 0.25 1359 C 0.01 0.24 B -I 0.53 1232 C 0.01 0.52 CSI -Size- ----Lumber---- I -C 0.53 1232 C 0.01 0.52 TC 0.53 2x 4 SP-#2 C -J 0.16 96 T 0.00 0.16 BC 0.76 2x 4 SP-#2--------Bottom Chords --------- WB 0.39 2x 4 SP-#3 A -G 0.76 1500 T 0.15 0.61 G -S1 0.58 1215 T 0.13 0.45 Brace truss as follows: S1-F 0.57 1215 T 0.11 0.46 O.C. From To F -D 0.74 351 T 0.03 0.71 TC Cont. 0- 0- 0 24- 4- 0 ------------- Webs ------------- BC Cont. 0- 0- 0 24- 4- 0 H -G 0.12 314 C G -B 0.10 327 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) B -F 0.10 128 T F -I 0.16 503 C F -C 0.39 1052 T C -D 0.31 884 C D -J 0.09 125 C WindLd Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1069 439 4- 0 1- 8 Hz = -91 D 973 414 4- 0 1- 8 Hz = 194 TL Defl -0.27" in F -D L/999 LL Defl -0.17" in F -D L/999 DL Defl -0.12" at G L/999 Shear // Grain in B -I 0.34 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.83 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.256" = 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load 3.0 psf Max comp. force 1676 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Robbins Engineering, Inc./Online Plus' 0 1996.2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:06 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR H12 1 SP 240400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 HO 3-10-3 0 0 N O TC._ 117.0-0 4x6 3x4 4x6 B H C 4 D 2x4 2x4 3x6 3x6 3x8 /J W:400 HGR R:1107 R:1042 U: 438 U: 414 BC Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.32 2x 4 SP-#2 BC 0.69 2x 4 SP-#2 WB 0.43 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1107 439 4- 0 1- 8 Hz = -114 D 1043 414 4- 0 1- 8 24-4-0 24-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- B -H 0.24 1145 C 0.00 0.24 H -C 0.24 664 C 0.00 0.24 C -I 0.17 736 C 0.00 0.17 --------Bottom Chords --------- A -J 0.54 1541 T 0.15 0.39 J -K 0.55 1541 T 0.14 0.41 K -S1 0.51 1040 T 0.10 0.41 S1-L 0.69 1040 T 0.10 0.59 L -D 0.43 154 T 0.00 0.43 ------------- Webs ------------- J -G 0.07 238 T G -K 0.24 452 C K -B 0.07 261 T K -H 0.06 206 T H -L 0.43 604 C L -C 0.02 102 T L -I 0.28 894 T D -I 0.25 1057 C WindLd TL Defl -0.23" in S1-L L/999 LL Defl -0.14" in S1-L L/999 DL Defl -0.13" at S1 L/999 Shear // Grain in A -G 0.23 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.85 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Hz = 219 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber ----------Top Chords---------- Analysis Conforms To: A -G 0.32 1718 C 0.01 0.31 FBC2004 G -B 0.32 1285 C 0.01 0.31 OH Loading Robbins Engineering, Inc./Online PlusT" m 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39.06 AM Pagel Scale: 0.256" = 1 Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1718 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Type Span P1-H1 Left OH Right OH Engineering ,VB32ATR 1 Puan 1 SP 240400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 0 0 HO 3-10-3 N O TC, 13-0-0 ,. 5-4-0 6-0-0 4x4 4x6 B C I - 6 2x4 3x4 H 1 6-10-3 t I 4x4 A er. D G sl F 2x4 F 3x4 4x8 3x8 W:400 HGR R:1134 R:1051 U: 438 U: 414 BC 24-4-0 24-4-0 ALL PLATES ARE LOCK20 Scale: 0.256" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.45 2x 4 SP-#2 BC 0.77 2x 4 SP-#2 EX S1-D 2x 4 SP-SS WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 WB 1 rows CLB on B -F Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.45 1741 C 0.01 0.44 H -B 0.45 1490 C 0.01 0.44 B -C 0.23 779 C 0.00 0.23 C -I 0.45 861 C 0.01 0.44 --------Bottom Chords --------- * -G 0.77 1564 T 0.14 0.63 G -S1 0.74 988 T 0.09 0.65 S1-F 0.91 988 T 0.04 0.87 F -D 0.26 177 T 0.00 0.26 ------------- Webs ------------- H -G 0.11 418 C G -B 0.22 635 T B -F 0.09 328 C 1 Br F -C 0.02 74 T F -]: 0.29 909 T D -I 0.24 1047 C WindLd TL Defl -0.29" in G -S1 L/977 LL Defl -0.22" in G -S1 L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in S1-F 0.45 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.87 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.97 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Lbs Lbs In-Sx In-Sx A 1135 439 4- 0 1- 8 NOTES: Hz = -138 Trusses Manufactured by: D 1051 414 4- 0 1- 8 East Coast Lumber Hz = 242 Analysis Conforms To: Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering • Portrait 11182006 8:39:07 AM Page 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1741 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Quan Type Span PI -HI Left OH Right OH I Engineering SB32ATR T13T 1 SP 240400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 HO 3-10-3 0 0 N O TC i -- - -. _--15-0'0 ----- - - -- - ---- -- ----I1_4-01 - - - --__8-0-0_ _ j 4x6 4x4 B C 7-10-3 1-0-OG 1-0-OF 5x6 W:400 6 _l R:1069 U: 438 5x6 BC I 1 2-4-0 1 - 2-0-0 i - _ -- ------11=2=6- - - -' - - -- - --j 2-6-0 --- 24-4-0 - - ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.38 2x 4 SP-#2 BC 0.67 2x 4 SP-#2 WB 0.66 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1069 439 4- 0 1- 8 Hz = -161 D 973 414 4- 0 1- 8 Hz = 264 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -J 0.12 1778 C 0.09 0.03 J -K 0.23 3130 C 0.17 0.06 Robbins Engineering, Inc./Online P1us- C -P 0.22 759 C 0.00 0.22 P -N 0.23 111 T 0.01 0.22 --------Bottom Chords --------- A -H 0.33 1569 T 0.26 0.07 H -G 0.59 1700 T 0.28 0.31 G -0 0.67 2732 T 0.31 0.36 O -F 0.55 1478 T 0.16 0.39 F -E 0.30 789 T 0.07 0.23 E -D 0.64 579 T 0.05 0.59 ------------- Webs ------------- H -J 0.10 673 C J -G 0.39 1238 T G -K 0.23 730 T K -O 0.54 1292 C 0 -L 0.13 419 T L -F 0.53 793 C B -F 0.06 228 T F -C 0.18 589 T C -E 0.34 420 C E -P 0.06 213 T P -D 0.66 1011 C D -N 0.09 115 C WinciLd TL Defl -0.20" in G -0 L/999 LL Defl -0.10" in G -0 L/999 DL Defl -0.16" at G L/999 Hz Disp LL DL TL Jt D 0.06" 0.06" 0.12" Shear // Grain in S1-L 0.25 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.88 P LOCK 3.Ox 4.0 0.2-0.1 0.93 H LOCK 5.Ox 6.0-0.7 3.1 0.54 G LOCK 5.Ox 4.0 Ctr-1.0 0.98 F# LOCK 5.0x10.0 Ctr-1.0 0.53 E LOCK 5.Ox 6.0 0.7 3.1 0.78 K -S1 0.26 1693 C 0.03 0.23 S1-L 0.38 1612 C 0.01 0.37 # = Plate Monitor used L -B 0.37 923 C 0.00 0.37 B -C 0.11 821 C 0.06 0.05 REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online PlusT" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:08 AM Page 1 4 D 3x4 it HGR R: 973 U: 414 6-10-0 Scale: 0.246" = 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. 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 3130 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineeritlg ,SB32ATR G14 1*3P SP 240400 6 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 HO 3-10-3 TC_, 15-8-0 8-8-0 8-2-3 1-0-OF 1-0-OE 5x6 B 5 3 I 4x8 2x4 I I 6 W:400 W:400 R:6576 R:8382 U:2736 U:3495 BC' 2-4-0 ' 2-0-0 13-2-0 24-4-0 ALL PLATES ARE LOCK20 6 C 4x6 6-10-0 Scale: 0.264" = 1' Robbins Engineering, Inc./Online Plus - Hz = 270 M LOCK 5.Ox 6.0-0.3 0.2 0.86 G LOCK 4.Ox 8.0-0.7 2.9 0.99 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd F LOCK 8.0x 8.0 Ctr 0.1 0.98 RUN DATE: 08-NOV-06 ----------Top Chords---------- N LOCK 6.Ox 6.0 0.5-0.8 0.96 ••••••••••••••• A -I 0.35 13019 C 0.12 0.23 H LOCK 8.0x10.0 Ctr-0.1 0.93 • 3-Ply Truss • I -J 0.97 26512 C 0.59 0.38 E LOCK 7.Ox10.0 Ctr 0.8 0.89 ••++•+•++++•++• J -O 0.66 19371 C 0.31 0.35 O -S1 0.27 12765 C 0.23 0.04 CSI -Size- ----Lumber---- S1-Q 0.36 12698 C 0.17 0.19 REFER TO ROBBINS LING. GENERAL TC 0.97 2x 4 SP-#2 Q -B 0.64 12574 C 0.15 0.49 NOTES AND SYMBOLS SHEET FOR BC 0.89 2x 4 SP-#2 B -L 0.45 8210 C 0.04 0.41 ADDITIONAL SPECIFICATIONS. EX G -F 2x 4 SP-SS L -M 0.32 7886 C 0.12 0.20 EX F -E 2x 6 SP-SS --------Bottom Chords--------- NOTES: EX D -C 2x 6 SP-#2 A -G 0.89 11491 T 0.64 0.25 Trusses Manufactured by: CW 0.68 2x 4 SP-#2 G -F 0.61 12555 T 0.36 0.25 East Coast Lumber WB 0.92 2x 4 SP-#3 F -N 0.54 22963 T 0.48 0.06 Analysis Conforms To: EX I -F 2x 4 SP-#2 N -H 0.60 17446 T 0.36 0.24 FBC2004 PB --- 2x 4 SP-113 H -E 0.38 6509 T 0.13 0.25 3 COMPLETE TRUSSES REQUIRED. D -C 0.98 804 C 0.00 0.98 Fasten together in staggered Brace truss as follows: ---------- Chord -Webs ---------- pattern. (1/2" bolts -OR- O.C. From To D -E 0.68 2016 T 0.12 0.56 SDS4.5 screws -OR- 16d nails TC Cont. 0- 0- 0 24- 4- 0 E -L 0.22 903 C 0.00 0.22 as each layer is applied.) BC Cont. 0- 0- 0 24- 4- 0 -------------Webs------------- ----Spacing (In)---- G -I 0.28 5411 C Rows Nails Screws Bolts Loading Live Dead (psf) I -F 0.74 12159 T TC 1 12 24 0 TC 20.0 15.0 F -J 0.64 6076 T BC 1 5.5 8.5 0 BC 0.0 5.0 J -N 0.32 6106 C WB 1 8 8 Total 20.0 20.0 40.0 N -O 0.62 5882 T Web Connection Exception -- Spacing 24.0" O -H 0.38 7014 C Use 4" spacing for screws or Lumber Duration Factor 1.25 H -Q 0.01 215 T nails on the following webs Plate Duration Factor 1.25 H -B 0.92 8671 T H- B TC Fb=1.15 Fc=1.10 Ft=1.10 B -E 0.23 2193 T No bolts in 2x4s or smaller. BC Fb=1.10 Fc=1.10 Ft=1.10 E -M 0.81 7582 T Plus clusters of nails where E -C 0.08 814 T shown. Load Case # 1 BOCA Loading C -M 0.34 6465 C WindLd Design checked for LL on BC Lumber Duration Factor 1.25 per BOCA (section 1606.2.3), Plate Duration Factor 1.25 TL Defl -0.52" in N -H L/549 IBC/IRC-2003 and FBC 2004 plf - Live Dead From To LL Defl -0.26" in N -H L/999 (section 1607.1), 20.0 psf. TC V 40 30 0.0' 24.3' DL Defl -0.38" at N L/738 Design checked for 10 psf non - BC V 0 10 0.0' 24.3' Hz Disp LL DL TL concurrent LL on BC. BC V 293 293 7.0' 24.3' it C 0.12" 0.12" 0.24" Prevent truss rotation at all BC V 40 0 13.9' 16.4' Shear // Grain in H -E 0.55 bearing locations. BC V 1372 1372 7.0' CL-LB Wind Loads - ANSI / ASCE 7-02 Plates for each ply each face. Truss is designed as a Main PLATING CONFORMS TO TPI. Wind -Force Resistance System. Plus 6 Wind Load Case(s) REPORTS: SBCCI 9761 Wind Speed: 120 mph Plus 1 UBC LL Load Case(s) ROBBINS ENGINEERING, INC. Mean Roof Height: 25-0 BASED ON SP LUMBER Exposure Category: B Checked for NonConcurrent 200 USING GROSS AREA TEST. Occupancy Factor : 1.00 Lbs Moving Point Load applied Plate - LOCK 20 Ga, Gross Area Building Type: Enclosed at Panel Points and Mid -panel Plate - RHS 20 Ga, Gross Area Zone location: Exterior on BC it Type Plt Size X Y JSI TC Dead Load 7.0 psf A LOCK 3.Ox 6.0 1.4 0.7 0.98 BC Dead Load 3.0 psf Jt React Uplft Size Req'd A LOCK 5.0x 6.0 4.2 1.5 0.79 Max comp. force 26512 Lbs Lbs Lbs In-Sx In-Sx I LOCK 4.Ox10.0 0.5 0.3 0.93 Quality Control Factor 1.00 A 6576 2737 4- 0 2- 9 J LOCK 5.0x 6.0-0.4-0.2 0.90 Hz = -168 O LOCK 5.Ox 6.0-0.4-0.2 0.97 FABRICATOR NOTES: C 8382 3496 4- 0 3- 5 B LOCK 5.0x 6.0-0.5-0.3 0.97 1. EAST COAST LUMBER 6 SUPPLY Robbins Engineering. Inc./Online PIUST C 1996-2006 Version 19.0.028 Engineering -Portrait 11/a/2006 10:03:10 AM Pagel of 2 Job SB32ATR Mark G14 Quan Type Span P1-HI Left OH Right OH 1*3P SP 240400 6 0 0 Etrgineering Cont. ENGLE/SB32ATF/M#13007 MAURICE A. SHASHOUA, P.EAEB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. DESIGNER: JIB Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 10:03:10 AM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR HIT 1 SP 310400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 HO 2-10-3 0 0 N O TC,7-0-0 24-4-0 . 3x6 4x14 2x4 3x8 R S1 L M 3-10-3 1-0-OE 1-0-OD 6x6 B 5x10 C t 2x4 3x6 5x6 6x12 2x4 R:2744 W:400 U:1156 R:2291 U: 951 D 3x4 BC - 20-3-0 1 11-1-0 I. _.. ---- - -.. - --------- -- - --- - - 31-4-0 .. - -- -- - - -- -- - - - -- - ALL PLATES ARE LOCK20 Scale: 0.202" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.81 2x 6 SP-#2 EX A -B 2x 4 SP-#2 BC 0.72 2x 6 SP-#2 EX E -D 2x 6 SP-SS CW 0.66 2x 4 SP-SS WB 0.90 2x 4 SP-#3 EX H -E 2x 4 SP-SS EX G -C 2x 4 SP-SS Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -J 0.33 4364 C 0.18 0.15 J -B 0.30 4286 C 0.26 0.04 B -K 0.80 6101 C 0.17 0.63 K -S1 0.81 7789 C 0.22 0.59 S1-L 0.72 7789 C 0.26 0.46 L -M 0.66 7840 C 0.26 0.40 M -C 0.57 5294 C 0.11 0.46 --------Bottom Chords --------- * -N 0.72 3901 T 0.52 0.20 N -I 0.72 3901 T 0.52 0.20 I -S2 0.62 3824 T 0.51 0.11 S2-H 0.61 3824 T 0.51 0.10 H -F 0.38 604 T 0.04 0.34 E -G 0.60 5294 T 0.36 0.24 G -D 0.13 116 T 0.00 0.13 ---------- Chord -Webs ---------- F -E 0.66 263 T 0.00 0.66 E -L 0.14 806 C 0.00 0.14 ------------- Webs ------------- N -J 0.03 133 C J -I 0.04 206 C I -B 0.11 370 T B -H 0.90 2498 T H -K 0.37 1802 C H -E 0.96 5570 T K -E 0.58 1812 T E -M 0.88 2769 T G -M 0.35 2079 C G -C 0.91 5772 T D -C 0.46 2684 C WindLd Plate Duration Factor 1.25 plf - Live Dead From To TL Defl -0.71" in F -E L/518 TC V 40 30 0.0' 31.3' LL Defl -0.35" in F -E L/999 BC V 0 10 0.0' 31.3' DL Defl -0.53" at F L/687 TC V 50 38 7.0' 31.3' Shear // Grain in F -E 0.78 BC V 0 13 7.0' 31.3' Plates for each ply each face. PLATING CONFORMS TO TPI. Plus 6 Wind Load Case(s) REPORTS: SBCCI 9761 Plus 1 UBC LL Load Case(s) ROBBINS ENGINEERING, INC. BASED ON SP LUMBER Checked for NonConcurrent 200 USING GROSS AREA TEST. Lbs Moving Point Load applied Plate - LOCK 20 Ga, Gross Area at Panel Points and Mid -panel Plate - RHS 20 Ga, Gross Area on BC Jt Type Plt Size X Y JSI A LOCK 5.Ox 4.0 1.0 0.9 0.89 Jt React Uplft Size Req'd A LOCK 3.Ox 6.0 0.8 0.4 0.93 Lbs Lbs In-Sx In-Sx B LOCK 6.Ox 6.0 0.5-0.6 0.98 A 2292 952 4- 0 2-11 K LOCK 3.Ox 6.0 0.5 Ctr 0.92 Hz = 110 M LOCK 3.Ox 8.0-1.0 Ctr 1.00 D 2744 1157 4- 8 3- 4 C LOCK 5.0x10.0-2.0 Ctr 0.95 Hz = 142 H LOCK 6.Oxl2.0 1.0 Ctr 0.99 Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 8:38:56 AM Pagel E LOCK 8.Oxl2.0 Ctr 1.2 0.97 G LOCK 5.Ox10.0 2.0 Ctr 0.95 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 7840 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Job SB32ATR Mark H2T Quan Type 1 sP Span 310400 P1-H1 Left 6 1- 2- OH Right 0 0 "ngineering ENGLE/SB32ATF/M#13007 HO 4-3 0 0 HO 3-10-3 N O TIC. " 9-0-0 22-4-0 ------._ __ 3x6 5x6 3x6 S12x4 3x6 4x6 B I J L C 6 2x4 4-10-3 H 1-0-OE 1-0-OD 4x6 D A E 1_ O_ 0 K 2x4 - 5x8 3x6 i� G 52 F � HGR 6x16 3x6 2x4 R:1253 W:400 U: 534 R:1349 U: 553 BC: 20-3-0 - --- -- 11-1-0 - - 31-4-0 I ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.43 2x 4 SP-#2 BC 0.93 2x 4 SP-#2 CW 0.65 2x 4 SP-#3 WB 0.70 2x 4 SP-#3 Brace truss as follows: O.C. From To TIC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on G -E Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TIC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 554 4- 0 1- 9 Hz = 129 D 1253 534 3- 8 1- 8 Hz = 200 Robbins Engineering, Inc./Online Plus" H -B 0.23 1947 C 0.02 0.21 B -I 0.36 1837 C 0.02 0.34 I -S1 0.38 2475 C 0.04 0.34 S1-J 0.28 2475 C 0.04 0.24 J -L 0.43 2502 C 0.04 0.39 L -C 0.40 1661 C 0.01 0.39 --------Bottom Chords --------- A -G 0.83 2033 T 0.20 0.63 G -S2 0.59 174 T 0.01 0.58 S2-F 0.93 174 T 0.01 0.92 E -K 0.56 1661 T 0.18 0.38 K -D 0.44 163 T 0.00 0.44 ---------- Chord -Webs ---------- F -E 0.65 241 T 0.01 0.64 E -J 0.39 352 C 0.00 0.39 ------------- Webs ------------- H -G 0.16 312 C B -G 0.16 522 T G -I 0.46 718 C G -E 0.70 2199 T 1 Br I -E 0.07 247 T E -L 0.32 998 T K -L 0.22 981 C K -C 0.63 1974 T D -C 0.28 1231 C WindLd TL Defl -0.62" in S2-F L/598 LL Defl -0.34" in S2-F L/999 DL Defl -0.73" at S2 L/501 Shear // Grain in L -C 0.30 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 0.76 B LOCK 5.Ox 6.0 0.7-3.1 0.60 E LOCK 5.Ox 8.0 Ctr 0.8 0.83 K LOCK 3.Ox 6.0 1.0 Ctr 0.94 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 TIC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2502 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JIB Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- REFER TO ROBBINS ENG. GENERAL A -H 0.31 2278 C 0.01 0.30 NOTES AND SYMBOLS SHEET FOR Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11I82006 8:38:57 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR H3T 1 Sp 310400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 0 0 N O 5-10-3 1-0-OE 1-0-OD 5x6 3x6 B P HO 4-10-3 20-4-0 I 2x4 3x6 3x6 4x6 J sl K C t 2x4 8x10 US F R:1253 W:400 2x4 U: 537 R:1349 U: 550 D 2x4 BC Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.42 2x 4 SP-#2 BC 0.77 2x 4 SP-#2 CW 0.41 2x 4 SP-#3 WB 0.85 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 550 4- 0 1- 9 Hz = 151 D 1253 538 3- 8 1- 8 Hz = 250 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -0 0.30 2250 C 0.03 0.27 O -B 0.29 1805 C 0.02 0.27 B -P 0.21 1614 C 0.01 0.20 20-3-0 31-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- P -J 0.24 1944 C 0.02 0.22 J -S1 0.24 1956 C 0.02 0.22 S1-K 0.42 1956 C 0.02 0.40 K -C 0.41 1284 C 0.01 0.40 --------Bottom Chords --------- * -N 0.55 2014 T 0.19 0.36 N -M 0.73 2014 T 0.19 0.54 M -S2 0.55 109 T 0.01 0.54 S2-F 0.77 109 T 0.01 0.76 E -L 0.51 1284 T 0.14 0.37 L -D 0.44 202 T 0.00 0.44 ---------- Chord -Webs ---------- F -E 0.41 236 T 0.01 0.40 E -J 0.28 329 C 0.00 0.28 ------------- Webs ------------- N -0 0.07 227 T 0 -M 0.25 452 C M -B 0.14 460 T M -P 0.33 460 C M -E 0.85 1814 T P -E 0.05 161 T E -K 0.27 865 T L -K 0.32 991 C L -C 0.53 1672 T D -C 0.39 1232 C WindLd TL Defl -0.46" in S2-F L/802 LL Defl -0.22" in S2-F L/999 DL Defl -0.74" at S2 L/498 Shear // Grain in K -C 0.30 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 M LOCK 8.0x10.0 Ctr 0.5 0.67 E LOCK 5.Ox 8.0 Ctr 0.8 0.74 L LOCK 3.Ox 6.0 0.5 Ctr 0.96 Scale: 0.203" = 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 2250 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering -Portrait 11182006 8:38:58 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32ATR H4T 1 SP 310400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 0 0 N O TC''" 13-0-0 6-10-3 1-0-OE 1-0-OD BC HO 5-10-3 5x6 2x4 3x6 3x6 4x6 B J S1 K C D 2x4 i I 4x83x6 2x4 R:1253 W:400 U: 541 R:1349 U: 545 20-3-0 - ... . 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Robbins Engineering, Inc./Online Plus- ----------Top Chords---------- REFER TO ROBBINS ENG. GENERAL A -I 0.47 2167 C 0.02 0.45 NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 19.0.028 I -S3 0.47 1952 C 0.02 0.45 ADDITIONAL SPECIFICATIONS. RUN DATE: 07-NOV-06 S3-B 0.30 1860 C 0.04 0.26 B -J 0.50 1622 C 0.04 0.46 NOTES: CSI -Size- ----Lumber---- J -S1 0.47 1629 C 0.01 0.46 Trusses Manufactured by: TC 0.50 2x 4 SP-#2 S1-K 0.36 1629 C 0.01 0.35 East Coast Lumber BC 0.92 2x 4 SP-#2 K -C 0.35 1059 C 0.01 0.34 Analysis Conforms To: CW 0.32 2x 4 SP-#3 --------Bottom Chords--------- FBC2004 WB 0.84 2x 4 SP-#3 A -H 0.86 1945 T 0.19 0.67 OH Loading H -S2 0.60 86 T 0.00 0.60 Soffit psf 2.0 Brace truss as follows: S2-F 0.92 86 T 0.00 0.92 Design checked for LL on BC O.C. From To E -L 0.47 1059 T 0.11 0.36 per BOCA (section 1606.2.3), TC Cont. 0- 0- 0 31- 4- 0 L -D 0.44 241 T 0.00 0.44 IBC/IRC-2003 and FBC 2004 BC Cont. 0- 0- 0 31- 4- 0 ---------- Chord -Webs ---------- (section 1607.1), 20.0 psf. WB 1 rows CLB on B -E F -E 0.32 240 T 0.01 0.31 Design checked for 10 psf non - Attach CLB with (2)-10d nails E -J 0.24 460 C 0.05 0.19 concurrent LL on BC. at each web. -------------Webs------------- Wind Loads - ANSI / ASCE 7-02 I -H 0.14 432 C Truss is designed as a Main Loading Live Dead (psf) H -B 0.13 442 T Wind -Force Resistance System. TC 20.0 15.0 H -E 0.84 1434 T Wind Speed: 120 mph BC 0.0 5.0 B -E 0.06 205 T 1 Br Mean Roof Height: 25-0 Total 20.0 20.0 40.0 E -K 0.31 806 T Exposure Category: B Spacing 24.0" L -K 0.45 984 C Occupancy Factor : 1.00 Lumber Duration Factor 1.25 L -C 0.55 1500 T Building Type: Enclosed Plate Duration Factor 1.25 D -C 0.56 1231 C WindLd Zone location: Exterior TC Fb=1.15 Fc=1.10 Ft=1.10 TC Dead Load 7.0 psf BC Fb=1.10 Fc=1.10 Ft=1.10 TL Defl -0.56" in S2-F L/659 BC Dead Load 3.0 psf LL Defl -0.33" in S2-F L/999 Max comp. force 2167 Lbs DL Defl -0.16" at S2 L/999 Quality Control Factor 1.00 Plus 6 Wind Load Case(s) Shear // Grain in B -J 0.33 Plus 1 UBC LL Load Case(s) FABRICATOR NOTES: Plates for each ply each face. 1. EAST COAST LUMBER & SUPPLY Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. MAURICE A. SHASHOUA, Lbs Moving Point Load applied REPORTS: SBCCI 9761 P.E.#EB5251 G 19554 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. on BC BASED ON SP LUMBER FORT PIERCE FL. 34946 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 Jt React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING 6 A 1349 546 4- 0 1- 9 Jt Type Plt Size X Y JSI BRACING TRUSSES. Hz = 172 A LOCK 4.Ox 6.0 Ctr 0.1 0.72 3. SEE ATTACHED DETAIL SHEET D 1253 542 3- 8 1- 8 B LOCK 5.Ox 6.0 0.3-3.4 0.94 FOR: 1-JACK NAILS. Hz = 299 H LOCK 4.Ox 8.0 0.5 Ctr 0.90 2-TBRACE. 3-BEARING BLOCK. E LOCK 5.Ox 8.0 Ctr 0.8 0.71 4. DESIGNER: JIB Membr CSI P Lbs Axl-CSI-Bnd L LOCK 3.Ox 6.0 0.5 Ctr 0.94 Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 11182006 8:38:59 AM Pagel Job SB32ATR Mark HST Quan Type 1 SP Span P1-H1 310400 6 Left OH 1- 2- 0 Right 0 OH Engineering ENGLE/SB32ATF/M#13007 HO 4-3 0 0 HO 6-10-3 N O TC '-' 15-0-0 _ - _ .16-4-0 5x6 2x4 3x6 3x6 4x6 B R S2 L C 6' 3x6 S1 2x4 7-10-3 J 1-O-OE 1-0-OD 4x6 D A E 1- 0- 0 G 2x4 Sx8 4x6 29 I S3 F HGR .I 4x83x6 2x4 R:1401 W:400 U: 546 R:1371 U: 540 BC. 20-3-0 11--1-6 - --- 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.81 2x 4 SP-#2 BC 0.93 2x 4 SP-#2 CW 0.25 2x 4 SP-#3 WB 0.83 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on B -E Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1371 541 4- 0 1-10 Hz = 193 D 1401 547 3- 8 1-10 Hz = 349 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -J 0.70 2245 C 0.03 0.67 J -S1 0.69 1994 C 0.02 0.67 S1-B 0.81 1870 C 0.11 0.70 B -K 0.32 1426 C 0.01 0.31 K -S2 0.25 1432 C 0.01 0.24 S2-L 0.41 1432 C 0.01 0.40 L -C 0.40 970 C 0.00 0.40 --------Bottom Chords --------- A -I 0.85 2023 T 0.19 0.66 I -S3 0.59 65 C 0.00 0.59 S3-F 0.93 65 C 0.00 0.93 E -G 0.46 970 T 0.09 0.37 G -D 0.44 280 T 0.00 0.44 ---------- Chord -Webs ---------- F -E 0.25 241 T 0.01 0.24 E -K 0.23 346 C 0.05 0.18 ------------- Webs ------------- J -I 0.17 517 C I -B 0.27 528 T I -E 0.74 1363 T B -E 0.03 119 T 1 Br E -L 0.34 710 T G -L 0.61 984 C G -C 0.62 1514 T D -C 0.83 1323 C WindLd TL Defl -0.56" in S3-F L/655 LL Defl -0.33" in S3-F L/999 DL Defl -0.16" at S3 L/999 Shear // Grain in J -S1 0.35 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 0.74 B LOCK 5.Ox 6.0 0.7-3.1 0.73 I LOCK 4.Ox 8.0 1.0 Ctr 0.84 E LOCK 5.Ox 8.0 Ctr 0.8 0.63 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:01 AM Page 1 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 348 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2245 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JIB Job &B32ATR Mark T9T Quan 1 Type SP Span Pi -Hi 310400 6 Left OH Right 1- 2- 0 0 OH Engineering ENGLE/SB32ATF/M#13007 HO 4-3 o 0 m 0 HO 6-5-7 N O u7 O 14-2-7 5x6 B 5x6 { 2x4 3x6 4x6 C B-12 K S3 D 6 r- 3x6 si 3x6 B-2-3 M X"I 1-0-OF 1-0-OE 4x6 E A 2x4 F 1- 0- 0 6x8 L S2 H HGR 2x4 5x8 5x16 G R:1355 W:400 2x4 U: 544 R:1354 U: 542 BC 23-10-0 7-6-0 - - 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.76 2x 4 SP-#2 BC 0.76 2x 4 SP-#2 CW 0.70 2x 4 SP-#3 WB 0.91 2x 4 SP-#3 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 M -H WB 1 rows CLB on C -F Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1354 543 4- 0 1-10 Hz = 185 E 1355 545 3- 8 1-10 Hz = 334 Robbins Engineering. Inc,/Online Plus'" 0 1996-2006 Version 19.0.028 Engineering -Portrait 1118/2006 8:39:04 AM Pagel Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -M 0.73 2139 C 0.02 0.71 M -S1 0.72 1523 C 0.01 0.71 S1-B 0.55 1404 C 0.04 0.51 B -C 0.32 1374 C 0.01 0.31 C -K 0.76 1237 C 0.01 0.75 K -S3 0.76 1245 C 0.01 0.75 S3-D 0.66 1245 C 0.02 0.64 --------Bottom Chords --------- * -L 0.76 1924 T 0.19 0.57 L -S2 0.74 1924 T 0.20 0.54 S2-H 0.74 1924 T 0.20 0.54 H -G 0.68 189 C 0.00 0.68 F -E 0.57 269 T 0.00 0.57 ---------- Chord -Webs ---------- G -F 0.70 232 T 0.01 0.69 F -K 0.40 603 C 0.12 0.28 ------------- Webs ------------- L -M 0.08 277 T M -H 0.23 745 C 1 Br H -B 0.36 885 T H -C 0.50 641 C H -F 0.45 1430 T C -F 0.07 226 C 1 Br F -D 0.91 1611 T E -D 0.69 1240 C WindLd TL Defl -0.28" in H -G L/999 LL Defl -0.17" in L -S2 L/999 DL Defl -0.14" at S2 L/999 Shear // Grain in K -S3 0.41 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RES 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.71 B LOCK 5.Ox 6.0 Ctr-0.1 0.61 S2 LOCK 5.0x 8.0 Ctr 0.8 0.93 F LOCK 6.Ox 8.0 Ctr 1.2 0.83 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 333 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2139 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Job Mark Quart Type Span P1-H1 Left OH Right OH I Engineering SB32ATR T9 2 TR 310400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 HO 4-3 0 0 N O 15-8-0 5x6 B 8-2-3 2x4 5x8 4x8 w:400 R:1349 U: 562 BC' i 31-4-0 i - - - 31-4-0 ALL PLATES ARE LOCK20 6 5x8 2x4 HGR R:1253 U: 525 Scale: 0.206" = 1' Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- OnlinePlus -- Version 19.0.028 A -G 0.70 2139 C 0.02 0.68 RUN DATE: 07-NOV-06 G -S3 0.69 1529 C 0.01 0.68 S3-B 0.52 1408 C 0.04 0.48 CSI -Size- ----Lumber---- B -S2 0.52 1408 C 0.04 0.48 TC 0.70 2x 4 SP-#2 S2-H 0.69 1529 C 0.01 0.68 BC 0.75 2x 4 SP-#2 H -C 0.70 2139 C 0.02 0.68 WB 0.31 2x 4 SP-#3 --------Bottom Chords --------- PB --- 2x 4 SP-#3 A -F 0.75 1923 T 0.19 0.56 F -S4 0.71 1923 T 0.20 0.51 Brace truss as follows: S4-E 0.74 1923 T 0.20 0.54 O.C. From To E -S1 0.74 1923 T 0.20 0.54 TC Cont. 0- 0- 0 31- 4- 0 S1-D 0.71 1923 T 0.20 0.51 BC Cont. 0- 0- 0 31- 4- 0 D -C 0.75 1923 T 0.19 0.56 WB 1 rows CLB on G -E ------------- Webs ------------- WB 1 rows CLB on E -H F -G 0.08 279 T Attach CLB with (2)-10d nails G -E 0.23 740 C 1 Br at each web. E -B 0.31 743 T E -H 0.23 740 C 1 Br 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 562 4- 0 1- 9 Hz = -196 C 1253 526 3- 8 1- 8 Hz = 197 D -H 0.08 279 T TL Defl -0.27" in S1-D L/999 LL Defl -0.18" in S1-D L/999 DL Defl -0.16" at S4 L/999 Shear // Grain in A -G 0.33 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 0.71 B LOCK 5.Ox 6.0 Ctr-0.1 0.60 C LOCK 4.Ox 6.0 Ctr 0.1 0.71 S4 LOCK 5.Ox 8.0 Ctr 0.8 0.95 S1 LOCK 5.Ox 8.0 Ctr 0.8 0.95 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 2139 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Robbins Engineering, Inc./Online Plus"' O 1996-2006 Version 19.0.028 Engineering - Portrait 11/W006 8:39:03 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S�B32AT.R HS 1 HIPP 310400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 HO 4-3 0 0 w 0 0 a 0 TC.'' 0 5x6 5x6 I B C - 1 6I 3x6 3x6 3x6 s2 S1 3x6 ' 1 J 7-10-3 4x6 4x6 A D C H K G 2x4 5x10 2x4 W:400 SPL HGR R:1349 R:1253 U: 562 U: 525 BC. - 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.205" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.67 2x 4 SP-#2 BC 0.76 2x 4 SP42 WB 0.22 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 I -K WB 1 rows CLB on K -J Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 562 4- 0 1- 9 Hz = -188 D 1253 526 3- 8 1- 8 Hz = 189 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.67 2142 C 0.02 0.65 I -S2 0.66 1529 C 0.01 0.65 S2-B 0.50 1418 C 0.04 0.46 B -C 0.20 1294 C 0.01 0.19 C -S1 0.50 1418 C 0.04 0.46 S1-J 0.66 1529 C 0.01 0.65 J -D 0.67 2142 C 0.02 0.65 --------Bottom Chords --------- A -H 0.75 1925 T 0.19 0.56 H -K 0.76 1925 T 0.20 0.56 K -G 0.76 1925 T 0.20 0.56 G -D 0.75 1925 T 0.19 0.56 ------------- Webs ------------- H -I 0.08 279 T I -K 0.22 733 C 1 Br B -K 0.14 365 T K -C 0.14 365 T K -J 0.22 733 C 1 Br G -J 0.08 279 T TL Defl -0.19" in K -G L/999 LL Defl -0.09" in K -G L/999 DL Defl -0.13" at K L/999 Shear // Grain in I -S2 0.33 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 0.71 B LOCK 5.Ox 6.0 0.7-3.1 0.60 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.71 K LOCK 5.0x10.0 Ctr-0.5 0.70 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 2142 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Robbins Engineering. Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:00 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR H4 1 HIPP 310400 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 0 0 HO 4-3 N 0 TC '' 13-0-0 5-4-0 1310-0 Sx8 5x6 B C 3x6 3x6 6 S2 S3 2x4 2x4 I J 6-10-3 4x6 4x6 A D I H S4 sl G 4x8 3x6 3x6 3x6 W:400 HGR R:1422 R:1343 U: 562 U: 525 BC ` _ .. 31-4-0 - -- 31-4-0 1 ALL PLATES ARE LOCK20 Scale: 0.205" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.49 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on H -C Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load 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 1422 562 4- 0 1-11 Hz = -163 D 1343 526 3- 8 1- 9 Hz = 164 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -I 0.49 2334 C 0.03 0.46 I -S2 0.48 2064 C 0.02 0.46 S2-B 0.38 1973 C 0.05 0.33 B -C 0.27 1584 C 0.01 0.26 C -S3 0.36 2016 C 0.05 0.31 S3-J 0.46 2109 C 0.02 0.44 J -D 0.47 2375 C 0.03 0.44 --------Bottom Chords --------- A -H 0.93 2094 T 0.19 0.74 H -S4 0.62 1601 T 0.15 0.47 S4-S1 0.86 1601 T 0.15 0.71 S1-G 0.67 1601 T 0.26 0.41 G -D 0.94 2129 T 0.19 0.75 ------------- Webs ------------- I -H 0.18 456 C H -B 0.17 530 T H -C 0.05 144 T 1 Br C -G 0.18 579 T G -J 0.18 446 C TL Defl -0.53" in S4-S1 L/700 LL Defl -0.40" in S4-S1 L/926 DL Defl -0.14" at S4 L/999 Shear // Grain in I -S2 0.28 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gat, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.79 B LOCK 5.Ox 8.0 0.8-3.4 0.71 C LOCK 5.Ox 6.0-0.3-3.4 0.85 D LOCK 4.Ox 6.0 Ctr 0.1 0.79 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2375 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Membr CSI P Lbs Axl-CSI-Bnd NOTES: Robbins Engineering, Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/82006 8:38:58 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR H8 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SB32ATF/M#13007 HO 4-3 0 0 HO 4-3 0 0 N O TC '� 11-0-0 9-4-0 11-0-0 N O 5x6 3x6 5x6 B H C 61 2x4 2x4 G 1 5-10-3 4x6 4x6 A I D _ F E �i 5x6 5x6 w:400 R:1408 SPL SPL w:a00 R:1408 U: 562 U: 562 BC; I_ -- - -. _.- - - -- ------ _. 31-4-0- _ 31-4-0 - ALL PLATES ARE LOCK20 Scale: 0.202" = 1' Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.37 2x 4 SP-#2 BC 0.92 2x 4 SP-#2 WB 0.19 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1409 562 4- 0 1-11 Hz = -137 D 1409 562 4- 0 1-11 Hz = 138 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.37 2375 C 0.01 0.36 G -B 0.33 1985 C 0.04 0.29 B -H 0.27 1733 C 0.01 0.26 Robbins Engineering, Inc./Online Plus" H -C 0.27 1733 C 0.01 0.26 C -I 0.33 1985 C 0.04 0.29 I -D 0.37 2376 C 0.01 0.36 --------Bottom Chords --------- A -F 0.92 2126 T 0.20 0.72 F -E 0.89 1868 T 0.18 0.71 E -D 0.92 2126 T 0.20 0.72 ------------- Webs ------------- G -F 0.19 418 C F -B 0.17 532 T F -H 0.16 199 C H -E 0.16 199 C C -E 0.17 532 T E -I 0.19 418 C TL Defl -0.36" in F -E L/999 LL Defl 0.22" in A -F L/999 DL Defl -0.14" at E L/999 Shear // Grain in G -B 0.24 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.79 B LOCK 5.Ox 6.0 0.7-3.1 0.85 C LOCK 5.Ox 6.0-0.7-3.1 0.85 D LOCK 4.Ox 6.0 Ctr 0.1 0.79 F LOCK 5.Ox 6.0 Ctr-0.5 0.70 E LOCK 5.Ox 6.0 Ctr-0.5 0.70 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 2376 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Robbins Engineering, Inc./Online Plus*" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:03 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32ATR H7 1 HIPP 310400 6 1- 2- 0 1- 2- 0 IGLE/SB32ATF/M#13007 HO 4-3 HO 4-3 0 0 0 0 N N TC1'' 9-0-0 ---13-4-0 .. - - - - - ---- 5x8 - - -- --- - 2x4 5x8 B I C 4-10-3 W:400 R:1349 U: 562 BC Online Plus -- Version 19.0.028 RUN DATE: 07-NOV-06 CSI -Size- ----Lumber---- TC 0.58 2x 4 SP-#2 BC 0.61 2x 4 SP-SS WB 0.20 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 562 4- 0 1- 9 Hz = -111 D 1349 562 4- 0 1- 9 Hz = 112 3x6 US 4x8 3x8 3x6 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- J -D 0.26 2273 C 0.01 0.25 --------Bottom Chords --------- A -F 0.42 2029 T 0.10 0.32 F -S2 0.27 1762 T 0.09 0.18 S2-G 0.33 1762 T 0.09 0.24 G -S1 0.33 1762 T 0.09 0.24 S1-E 0.61 1762 T 0.09 0.52 E -D 0.42 2028 T 0.10 0.32 ------------- Webs ------------- H -F 0.11 293 C F -B 0.10 327 T B -G 0.20 512 T G -I 0.16 518 C G -C 0.20 512 T E -C 0.10 327 T E -J 0.11 293 C TL Defl -0.22" in G -S1 L/999 LL Defl 0.13" in E -D L/999 DL Defl -0.17" at S2 L/999 Shear // Grain in S1-E 0.43 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 0.75 B LOCK 5.Ox 8.0 Ctr-0.1 0.89 C LOCK 5.Ox 8.0 Ctr-0.1 0.89 D LOCK 4.Ox 6.0 Ctr 0.1 0.75 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd NOTES: ----------Top Chords---------- Trusses Manufactured by: A -H 0.26 2273 C 0.01 0.25 East Coast Lumber H -B 0.26 1968 C 0.02 0.24 Analysis Conforms To: B -I 0.58 2185 C 0.03 0.55 FBC2004 I -C 0.58 2185 C 0.03 0.55 OH Loading C -J 0.26 1968 C 0.02 0.24 Soffit psf 2.0 w:400 R:1349 U: 562 Scale: 0.202" = 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: 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 2273 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:02 AM Pagel Job MarkP uan Type Span P1-H1 Left OH Right OH Engrneering �B32A TR H6 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SB32ATF/M#13007 HO 4-3 0 0 NO 4-3 0 0 N O TC: 7-0-0 , _ _ 17-4-0 - - '- --_7-0-0 N O 3x8 4x12 2x4 J S1 K 5x8 5x8 B C 6 3x6 3x6 I L 3-10-3 6x6 6x6 3x8 3x8 A D JrZ NI F S3 H G S2 E M 5� 2x4 1f3x6 5x12 3x8 4x8 5x12 '3x6 2x4 w:400 ;� w:400 R:2777 i �d R:2777 U:1159 U:1159 BC: - 31-4-0 L 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.202" = 1' Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -I 0.54 5236 C 0.23 0.31 Online Plus -- Version 19.0.028 I -B 0.64 5194 C 0.26 0.38 RUN DATE: 07-NOV-06 B -J 0.64 6393 C 0.30 0.34 J -S1 0.81 6391 C 0.34 0.47 CSI -Size- ----Lumber---- S1-K 0.64 6391 C 0.21 0.43 TC 0.64 2x 4 SP-#2 K -C 0.65 6391 C 0.21 0.44 EX B -S1 2x 4 SP-SS C -L 0.64 5195 C 0.26 0.38 EX S1-C 2x 4 SP-SS L -D 0.54 5236 C 0.23 0.31 BC 0.79 2x 4 SP-SS --------Bottom Chords --------- WB 0.66 2x 4 SP-#3 A -N 0.62 4656 T 0.44 0.18 PB --- 2x 4 SP-#3 N -F 0.61 4656 T 0.44 0.17 F -S3 0.50 4611 T 0.43 0.07 Brace truss as follows: S3-H 0.79 4611 T 0.24 0.55 O.C. From To H -G 0.68 6393 T 0.60 0.08 TC Cont. 0- 0- 0 31- 4- 0 G -S2 0.49 4612 T 0.43 0.06 BC Cont. 0- 0- 0 31- 4- 0 S2-E 0.50 4612 T 0.43 0.07 E -M 0.61 4656 T 0.44 0.17 Loading Live Dead (psf) M -D 0.62 4656 T 0.44 0.18 TC 20.0 15.0 ------------- Webs ------------- BC 0.0 5.0 N -I 0.03 159 C Total 20.0 20.0 40.0 I -F 0.04 191 C Spacing 24.0" F -B 0.23 743 T Lumber Duration Factor 1.25 B -H 0.66 2058 T Plate Duration Factor 1.25 H -J 0.20 905 C TC Fb=1.00 Fc=1.00 Ft=1.00 J -G 0.10 156 T BC Fb=1.00 Fc=1.00 Ft=1.00 G -K 0.20 905 C G -C 0.65 2055 T Load Case # 1 Girder Loading E -C 0.23 743 T Lumber Duration Factor 1.25 E -L 0.04 191 C Plate Duration Factor 1.25 M -L 0.03 159 C plf - Live Dead From To TC V 40 30 0.0' 31.3' TL Defl -0.73" in H -G L/507 BC V 0 10 0.0' 31.3' LL Defl -0.35" in H -G L/999 TC V 50 38 7.0' 24.3' DL Defl -0.52" at G L/713 BC V 0 13 6.9' 24.5' Shear // Grain in J -S1 0.60 BC V 280 280 6.9' CL-LB BC V 280 280 24.5' CL-LB Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Plus 6 Wind Load Case(s) ROBBINS ENGINEERING, INC. Plus 1 UBC LL Load Cases) BASED ON SP LUMBER USING GROSS AREA TEST. Checked for NonConcurrent 200 Plate - LOCK 20 Ga, Gross Area Lbs Moving Point Load applied Plate - RHS 20 Ga, Gross Area at Panel Points and Mid -panel Jt Type Plt Size X Y JSI on BC A LOCK 3.Ox 8.0 2.4 1.1 0.94 A LOCK 6.Ox 6.0 6.2 1.9 0.95 Jt React Uplft Size Req'd B LOCK 5.0x 8.0 0.8-3.4 0.78 Lbs Lbs In-Sx In-Sx J LOCK 3.Ox 8.0 0.5 Ctr 0.84 A 2778 1159 4- 0 3- 4 S1 LOCK 4.Oxl2.0 Ctr-0.2 0.88 Hz = -87 C LOCK 5.Ox 8.0-0.8-3.4 0.78 D 2778 1159 4- 0 3- 4 D LOCK 3.Ox 8.0-2.4 1.1 0.94 Hz = 88 D LOCK 6.Ox 6.0-6.2 1.9 0.95 S3 LOCK 5.Oxl2.0 Ctr 0.8 0.93 Membr CSI P Lbs Axl-CSI-Bnd H LOCK 3.Ox 8.0-0.5 Ctr 0.89 Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:01 AM Page 1 G LOCK 4.Ox 8.0 1.0 Ctr 0.88 S2 LOCK 5.Oxl2.0 Ctr 0.8 0.93 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6393 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Job Mark SB32ATR H25 ENGLE/SB32ATF/M#13007 HO 4-3 TC' _1-2-0 _ - 3-0-0 1-10-3 Quan Type Span P1-H1 Left OH Right OH 1 HIPP 90800 6 1- 2- 0 1- 2- 0 3-8-0 4x6 n 4x6 C 3-0-0 Engineering HO 4-3 1-2-0 W:400 W:400 R: 598 R: 598 U: 247 U: 247 BC - I 9-8-0 I. t _ - 9-8-0 - - -------- - -- r- ; ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.18 2x 4 SP-#2 BC 0.37 2x 4 SP-#2 WB 0.06 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) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- A 599 248 4- 0 1- 8 Hz = -32 D 599 248 4- 0 1- 8 Hz = 33 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.09 790 C 0.00 0.09 G -B 0.10 788 C 0.00 0.10 B -C 0.18 738 C 0.00 0.18 C -H 0.09 796 C 0.00 0.09 H -D 0.08 806 C 0.00 0.08 --------Bottom Chords --------- A -F 0.28 680 T 0.09 0.19 F -E 0.37 728 T 0.10 0.27 E -D 0.26 696 T 0.09 0.17 ------------- Webs ------------- G -F 0.03 103 T F -B 0.06 212 T B -E 0.04 150 T E -C 0.05 176 T E -H 0.02 86 T TL Defl -0.03" in F -E L/999 LL Defl -0.01" in F -E L/999 DL Defl 0.00" at L/999 Shear // Grain in A -F 0.19 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: Scale: 0.532" = 1 FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 3- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 806 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Trusses Manufactured by: it React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: Robbins Engineering. Inc./Online PfUSTM m 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:15 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR H25A 1 TR 90800 6 0 0 ENGLE/SB32ATF/M#13007 HO 4-3 HO 4-3 TCI 4-10-0 1 4-10-0 I 2-8-7 3x3 B u 2x4 I • (� �t \�i X, t W:400 R: 386 U: 162 BC: 9-8-0 9-8-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 54 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-NOV-06 ----------Top Chords ---------- A -B 0.17 461 C 0.00 0.17 CSI -Size- ----Lumber---- B -C 0.17 461 C 0.00 0.17 TC 0.17 2x 4 SP-#2 --------Bottom Chords --------- BC 0.36 2x 4 SP-#2 A -D 0.36 414 T 0.05 0.31 WB 0.08 2x 4 SP-#3 D -C 0.36 414 T 0.05 0.31 ------------- Webs ------------- Brace truss as follows: D -B 0.08 257 T 0. C. From To TC Cont. 0- 0- 0 9- 8- 0 BC Cont. 0- 0- 0 9- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC TL Defl -0.02" in D -C L/999 LL Defl 0.02" in A -D L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: it React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 387 162 4- 0 1- 8 FBC2004 Hz = •53 Design checked for LL on BC C 387 162 4- 0 1- 8 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39 15 AM Page 1 W:400 R: 386 U: 162 Scale: 0.582" = 1' IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 461 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Quan Type Span P1-HI Left OH Right OH I Engineering SB32ATR MV12 1 VLM. SB 120000 6 0 0 ENGLE/SB32ATF/M#13007 6-0-0 2 HO 6-0-0 B E G C 4x4 +2x4 I BC( 12-0-0 Ff-- - ------ --- - - - - - -- - 12-0-0 - ----- - --- - ---- -- --i=-� ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.57 2x 4 SP-SS BC 0.96 2x 4 SP-#2 GW 0.96 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 0- 0 BC Cont. 0- 0- 0 12- 0- 0 WB 1 rows CLB on G -F Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 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- A -D 0.05 317 C 0.00 0.05 D -F 0.34 276 C 0.01 0.33 F -B 0.57 64 C 0.00 0.57 --------Bottom Chords --------- * -E 0.17 2 C 0.00 0.17 E -G 0.47 0 T 0.00 0.47 G -C 0.96 0 T 0.00 0.96 ----------Gable Webs ---------- E-D 0.20 142 C 0.00 0.20 G -F 0.96 283 C 0.00 0.96 TL Defl -0.22" in G -C L/655 LL Defl -0.19" in G -C L/773 DL Defl 0.00" at L/999 Shear // Grain in F -B 0.33 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 G LOCK 4.Ox 4.0-0.2 Ctr 0.38 1 Gable studs to be attached with 2.Ox4.0 plates each end. REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 12- 0- 0 Provide connection to bearing 988 278 Hz = 633 for 633 Lbs Horiz Reaction Design checked for LL on BC Membr CSI P Lbs Axl-CSI-Bnd per BOCA (section 1606.2.3), ----------Top Chords---------- IBC/IRC-2003 and FBC 2004 Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0,028 Engineering - Portrait 11/8/2006 8:39:17 AM Page 1 Scale: 0.349" = 1' (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 317 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR MV10 1 VLM. SB 100000 6 0 0 ENGLE/SB32ATF/M#13007 5-0-0 2 HO 5-0-0 /, 2x4 / /' •'2x4 BC 10-0-0 L 10-0-0 ALL PLATES ARE LOCK20 See • For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.58 2x 4 SP-SS BC 0.96 2x 4 SP-#2 GW 0.05 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 0- 0 BC Cont. 0- 0- 0 10- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.58 241 C 0.01 0.57 D -B 0.57 64 C 0.00 0.57 --------Bottom Chords --------- A -E 0.96 1 C 0.00 0.96 E -C 0.96 0 T 0.00 0.96 ----------Gable Webs---------- E-D 0.05 296 C TL Defl -0.42" in E -C L/284 LL Defl -0.35" in E -C L/340 DL Defl 0.00" at L/999 Shear // Grain in A -D 0.35 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI 1 Gable studs to be attached with 2.Ox4.0 plates each end. REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Jt React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: Cont. Brg 0- 0- 0 to 10- 0- 0 FBC2004 751 315 Hz = 251 Design checked for LL on BC per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0 028 Engineering -Portrait 71/B2006 8:39:17 AM Pagel B Scale: 0.409" = 1 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 296 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR MV8 1 VLM. SB 80000 6 0 0 ENGLE/SB32ATF/M#13007 HO 4-0-0 T_C B 4-0-0 2x4 -2x4 .11' � �Lt�,�(°�'��;,��•, t.�l' . .e.�`l��r.''„ . l +'3.i�}'�'' ��' P'/� 7•� 11f��,q i BC B-0-0 B-0-0 ALL PLATES ARE LOCK20 See - For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.77 2x 4 SP-#2 BC 0.78 2x 4 SP-#2 GW 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TIC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TIC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s)- Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.77 200 C 0.01 0.76 D -B 0.76 54 C 0.00 0.76 --------Bottom Chords --------- A -E 0.78 2 C 0.00 0.78 E -C 0.78 0 T 0.00 0.78 ----------Gable Webs---------- E-D 0.04 247 C TL Defl -0.23" in E -C L/418 LL Defl -0.19" in E -C L/495 DL Defl 0.00" at L/999 Shear // Grain in E -C 0.30 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 1 Gable studs to be attached with 2.Ox4.0 plates each end. REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Jt React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: Cont. Brg 0- 0- 0 to 8- 0- 0 FBC2004 591 248 Hz = 198 Design checked for LL on BC per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:18 AM Page 1 Scale: 0.482" = 1' IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TIC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 247 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR MV6 1 VLM. SB 60000 6 0 0 ENGLE/SB32ATF/M#13007 _ 3-0-0 HO 3-0-0 TCl 6-0-0 1 2x4 °A. RI' N G � A- VWYl N �"- '�i 1:: ✓' ' U,a (�iD '1�{Y�S;/ a �iff ir•Fl�.�i f . li�f".F,' I BCC -- - --- - - - 6-0-0 I - - 6-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.33 2x 4 SP-#2 BC 0.45 2x 4 SP-#2 WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 0- 0 BC Cont. 0- 0- 0 6- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.33 65 C 0.00 0.33 --------Bottom Chords --------- A -C 0.45 3 C 0.00 0.45 ------------- Webs ------------- C -B 0.03 170 C WindLd TL Defl -0.06" in A -C L/999 LL Defl -0.03" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.20 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC Jt React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004 Cont. Brg 0- 0- 0 to 6- 0- 0 (section 1607.1), 20.0 psf. 431 181 Hz = 129 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering. Inc./Online Plus"' 0 1996.2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:18 AM Page 1 C x4 Scale: 0.625" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 170 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1.. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 s 19554 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-SEARING BLOCK. 4. DESIGNER: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR MV4 1 VLM. SB 40000 6 0 0 ENGLE/SB32ATF/M#13007 I 2-0-0 HO 2-0-0 TC j 2x4 BCC. 4-0-0 .... 4-0-0 - ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.12 2x 4 SP-#2 BC 0.22 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TIC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TIC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TIC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Cases) Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.12 39 C 0.00 0.12 --------Bottom Chords --------- A -C 0.22 4 C 0.00 0.22 ------------- Webs ------------- C -B 0.01 108 C WindLd TL Defl -0.01" in A -C L/999 LL Defl -0.01" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.19 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC Jt React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004 Cont. Brg 0- 0- 0 to 4- 0- 0 (section 1607.1), 20.0 psf. 335 113 Hz = 79 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus" C 1996.2006 Version 19.0.028 Engineering -Portrait 11182006 8:39:19 AM Page 1 C x4 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 TIC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 108 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark ]-6u-an Type Span P1-H1 Left OH Right OH Engineering SB32ATR MV2 1 VLMA. SB 20000 6 0 0 ENGLE/SB32ATF/M#13007 Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.00 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) HO 1-0-0 TC 2-0-0 6 r 1-0-0 BC' 2-0-0 2-0-0 ALL PLATES ARE LOCK20 2x4 Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 12 C --------Bottom Chords --------- A -C 0.00 0 T ------------- Webs ------------- C -B 0.00 36 C WindLd TL Defl 0.00" in C -C L/999 LL Defl 0.00" in C -C L/999 DL Defl 0.00" at L/999 Shear // Grain in C -B 0.03 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI 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 = 29 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:20 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 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32ATR I V8 2 VL. SB 80000 6 0 0 ENGLE/SB32ATF/M#13007 2-0-0 TC�4-0- 4x6 +2x4 t r 4 u� c j .n +' fpr? f S•F> a"4 , 41k�- r Il.. 1..� � �.� (�L*.:� ��% / � ,,.t" �S �t't , �i-U''� . u r.'..i, t .`i'�hG{ a{;ri hT�sJ�r�*'�.�,.+?7�i�'k1� ::•�fi' ;.1tr1S".:'.'. I BC 8-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.11 2x 4 SP-#2 BC 0.21 2x 4 SP-#2 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.11 66 C 0.00 0.11 B -C 0.11 66 C 0.00 0.11 --------Bottom Chords --------- A -D 0.21 3 C 0.00 0.21 D -C 0.21 3 C 0.00 0.21 ----------Gable Webs---------- D-B 0.02 169 C TL Defl 0.00" in A -D L/999 LL Defl 0.00" in A -D L/999 DL Defl 0.00" at L/999 Shear // Grain in A -D 0.16 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: it React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 8- 0- 0 per BOCA (section 1606.2.3), 684 288 Hz = 70 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus^' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:20 AM Page 1 Scale: 0.719" = 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 169 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32ATR 1 2 VL. SB 40000 6 0 0 ENGLE/SB32ATF/M#13007 1-0-0 TCI 2-0-0 1 2-0-0 i 6 2x4 4x4 2x4 I BC; 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Online Plus -- Version 19.0.028 DL Defl 0.00" at L/999 RUN DATE: 08-NOV-06 Shear // Grain in A -B 0.05 CSI -Size- ----Lumber---- TC 0.02 2x 4 SP-#2 BC 0.02 2x 4 SP-#2 Brace truss as follows: O.C. From To TIC 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 TIC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.33 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: Plus 6 Wind Load Case(s) FBC2004 Plus 1 UBC LL Load Case(s) Design checked for LL on BC per BOCA (section 1606.2.3), Jt React Uplft Size Req'd IBC/IRC-2003 and FBC 2004 Lbs Lbs In-Sx In-Sx (section 1607.1), 20.0 psf. Cont. Brg 0- 0- 0 to 4- 0- 0 Design checked for 10 psf non- 221 93 Hz = 15 concurrent LL on BC. 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 0.02 115 C 0.00 0.02 Wind Speed: 120 mph B -C 0.02 115 C 0.00 0.02 Mean Roof Height: 25-0 --------Bottom Chords--------- Exposure Category: B A -C 0.02 1 C 0.00 0.02 Occupancy Factor : 1.00 Robbins Engineering. Inc./Online Plus'" 0 1996-2006 Version 19.0 028 Engineering - Portrait 11I82006 8:39.21 AM Page 1 Scale: 0.888" = 1' Building Type: Enclosed Zone location: Exterior TIC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 115 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32ATR H.J% 4 ENDJV 91013 4.243 1- 7-13 0 ENGLE/SB32ATF/M#13007 _ 3-9-15 HO 3-15 TCi 1_7-13--__ --_ . BC I � W:511 R: 501 U: 128 HO 3-9-15 - - -- - - - 9-10-13 - - - - - -- ---- 2x4 B Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.92 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC 9-10-13 9-10-13 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 129 5-11 1- 8 Hz = 93 C 397 95 1- 8 1- 8 Hz = 175 B 289 178 1- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.54 712 C 0.00 0.54 D -B 0.54 80 C 0.00 0.54 --------Bottom Chords --------- A -C 0.92 720 T 0.13 0.79 ------------- Webs ------------- D -C 0.29 769 C C -B 0.04 0 T WindLd TL Defl -0.36" in A -C L/307 LL Defl -0.24" in A -C L/465 DL Defl 0.00" at L/999 Shear // Grain in D -B 0.34 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. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: Robbins Engineering, Inc./Online Plus" 0 l%6-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:22 AM Pagel 2-16d toenails C 3-16d toenails 3x3 Scale: 0.458" = 1 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 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 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: JIB Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32ATR HJ3 4 ENDJV 40215 4.243 1- 7-13 0 ENGLE/SB32ATF/M#13007 1-9-15 HO 3-15 HO 1-9-15 TCI 1-7-13 4-2-15 1 I W:511 R: 270 U: 69 BC j . - -- -- -- - 4-2-15 - - -t --I•,-1- - - -... - 4-2-15 - - -- .-- -- 4- ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.31 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 2-15 BC Cont. 0- 0- 0 4- 2-15 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 4.2' BC V 0 10 0.0' 4.2' TC V -40 -30 0.0' -12 -9 4.2' BC V 0 -10 0.0' 0 -3 4.2' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 271 70 5-11 1- 8 Hz = -21 C 226 0 1- 8 1- 8 Hz = 42 B 88 38 1- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.16 22 C 0.00 0.16 --------Bottom Chords --------- A -C 0.31 26 T 0.00 0.31 ------------- Webs ------------- C -B 0.00 0 T WindLd TL Defl -0.01" in A -C L/999 LL Defl 0.01" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.27 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gat, Gross Area Plate - RES 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber 2x4 B 2-16d toenails c 2x4 2-16d toenails Scale: 0.645" = 1' Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 3- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 22 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:22 AM Page 1 Job SB32 Mark EJ7 Quan 26 Type ENDJO Span P1-H1 70000 6 Left OH 1- 2- 0 Right OH 0 Engineering ENGLE/SB32ATF/M#13007 HO 4-3 HO 3-10-3 TCl 1-2-0 _---._ 7-0-0 _ -J B 2-16d toenails I 6! I 3-10-3 2x4 A 2-16d toenails C \1 /_ -,\I W:400 R: 377 U: 104 BC, 7-0-0 7-0-0 - !-I ALL PLATES ARE LOCK20 Scale: 0.481" = 1' Robbins Engineering, Inc./Online Plus - Hz = 99 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-NOV-06----------Top Chords ---------- A -B 0.55 91 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.55 2x 4 SP-#2 A -C 0.67 0 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) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC TL Defl -0.17" in A -C L/458 LL Defl -0.08" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.28 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gal, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. . For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 377 104 4- 0 1- 8 East Coast Lumber Hz = 185 Analysis Conforms To: C 244 9 1- 8 1- 8 FBC2004 B 215 158 1- 8 1- 8 OH Loading Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Ponrait 1118/2006 8:39:23 AM Page 1 Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 91 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job SB32ATR Mark TEJ7 Quan 6 Type TEJ1 Span P1-H1 Left OH 70000 6 1- 2- 0 Right OH 0 Engineering ENGLE/SB32ATF/M#13007 HO 4-3 Ho 2-10-3 B ' 2-16d toenails I 3x4 i 61 � G I 3-10-3 2x4 1-0-OD F 1-0-OC r I 2-16d toenails 2x4 r D t C A 4x6 c r o -, E 6 �•j I i 4x6 W:400 R: 407 U: 104 BC, 2-4-0 2-0-0 2-8-0 7-0-0 ALL PLATES ARE LOCR20 Scale: 0.481" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-NOV-06 CSI -Size- ----Lumber---- TC 0.47 2x 4 SP-#2 BC 0.49 2x 4 SP42 WB 0.84 2x 4 SP-#3 Brace truss as follows: O.C. From TC Cont. 0- 0- 0 BC Cont. 0- 0- 0 Robbins Engineering, Inc./Online Plus" A -F 0.06 433 C 0.00 0.06 F -G 0.13 387 C 0.00 0.13 G -B 0.47 61 C 0.00 0.47 --------Bottom Chords --------- A -E 0.17 375 T 0.04 0.13 E -D 0.24 387 T 0.05 0.19 D -C 0.49 99 T 0.00 0.49 ------------- Webs ------------- E -F 0.13 113 C 0.00 0.13 D -G 0.84 262 T 0.07 0.77 To TL Defl -0.09" in E -D 7- 0- 0 LL Defl -0.05" in E -D 7- 0- 0 DL Defl 0.00" at Hz Disp LL DL Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 U13C LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 408 105 4- 0 1- 8 Hz = 185 C 256 49 1- 8 1- 8 Hz = 99 it C 0.02" 0.01" Shear // Grain in D -C L/839 L/999 L/999 TL 0.02" 0.23 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI E LOCK 4.Ox 6.0-0.6 2.6 0.35 D LOCK 4.Ox 6.0 0.2-0.5 0.44 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. For proper installation of toe -nails, refer to the 2001 National Design Specification (NDS) for Wood Construction B 177 118 1- 8 1- 8 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber ----------Top Chords---------- Analysis Conforms To: Robbins Engineering. Inc./Online Plus- 0 1996.2006 Version 19.0.028 Engineering - Portrait 11I82006 8:39:24 AM Page 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 433 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job SB32ATR Mark CJS uan Type Q8 ENDJO Span P1-H1 50000 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/SB32ATF/M#13007 HO 4-3 Ho 2-10-3 TC1 7- 1-2_0 _� - --'------ -- - - -- 5-0-0 2-10-3 W:108 R: 153 U: 113 2x4 A i W:400 II W:108 R: 300 R: 230 U: 84 U: 7 BCJ- - -. - 5-0-0 - - - 5-0-0-- ALL PLATES ARE LOCK20 Scale: 0.603" = 1' Robbins Engineering, Inc./Online Plus - Hz = 71 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-NOV-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 0 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) TL Defl -0.04" in A -C L/999 LL Defl -0.02" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.19 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 300 84 4- 0 1- 8 Design checked for LL on BC Hz = 132 per BOCA (section 1606.2.3), C 231 7 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 153 113 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39:24 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 65 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job SB32ATR Mark CJ3 Quan 8 Type ENDJO Span P1-H1 Left OH Right OH 30000 6 1- 2- 0 0 Engineering ENGLE/SB32ATF/M#13007 HO 4-3 HO 1-10-3 TCI 1-2-0 1 3-0-0 6' i 1-10-3 I 2A A C w:108 R: 91 U: 68 IN I W:400 i W:108 R: 262 R: 218 U: 64 U: 5 BC, -� ---- 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 42 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-NOV-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 0 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) TL Defl -0.01" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.17 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- 8 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), C 218 5 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 92 68 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/82006 8:39:25 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 MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job SB32ATR Mark EJ35 uan Type ENDJO P Span P1-H1 30000 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/SB32ATF/M#13007 HO 4-3 HO 1-10-3 TC 1-2-0 - 3707,0_ 6 1-10-3 2A A 1 �l I IC W:108 R: 91 U: 68 I r i W:400 W:108 R: 262 R: 218 U: 64 U: 5 BCI i.- -_ 3-0-0 --- 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 42 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-NOV-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 0 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) TL Defl -0.01" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.17 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- 8 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), C 218 5 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 92 68 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus' 0 1996-2006 Version 19.0.028 Engineering -Portrait 11/8/2006 8:39:25 AM Pagel Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 38 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB Job Mark ]_Q6#anType Span P1-H1 Left OH Right OH Engineering SB32ATR CJI ENDJO 10000 6 1- 2- 0 0 ENGLE/SB32ATF/M#13007 10-3 HO 4-3 HO 10-3 _TCI 1-2-0 1 1-0-0 6� c /C W:108 R:1 205 U:i 4 • I W:400 W108 R: 235 R: 48 U: 46 U: 17 BC j I 1-0-0 I i 1-0-0 i i ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 12 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-NOV-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) TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.06 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 235 46 3- 8 1- 8 Design checked for LL on BC Hz = 23 per BOCA (section 1606.2.3), B 48 17 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 C 205 4 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering - Portrait 11/8/2006 8:39.26 AM Page 1 Scale: 0.716" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 9 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 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: JIB --F- Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB33SHRT H40 2 HHIP 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 2-0-14 HO 3-14 TC: 112-0 _ .._ .. 7-0-0 2-10-8 _. _2-10-8 4x4 3x6 B C i '- '---- ------ Ala rc 3 I 2-0-14 3x3 A r• ` D 2x4 E 3x4 � ';1 W:400 HGR R: 669 R: 878 U: 187 U: 245 BC 9-10_8 - -- '- --' 9-10-8 ALL PLATES ARE LOCK20 Scale: 0.562" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-NOV-05 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.48 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10- 8 BC Cont. 0- 0- 0 9-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V 50 38 7.0' 8.9' TC V -40 -30 8.9' 9.9' BC V 0 13 7.1' 8.9' BC V 0 -10 8.9' 9.9' BC V 280 280 7.1' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 669 187 4- 0 1- 0 Hz = 53 D 878 246 3- 8 1- 1 Hz = 96 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.54 1269 C 0.02 0.52 B -C 0.20 1233 C 0.01 0.19 --------Bottom Chords --------- * -E 0.68 1233 T 0.14 0.54 E -D 0.38 68 T 0.00 0.38 ------------- Webs ------------- E -B 0.02 163 C E -C 0.48 1498 T D -C 0.14 895 C WindLd LL Defl -0.06" in A -E L/999 TL Defl -0.13" in A -E L/828 Shear // Grain in B -C 0.27 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gat, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI E LOCK 3.Ox 4.0 1.0 Ctr 0.93 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: 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) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1269 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Portrait 11222005 3:47:47 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB33SHRT H41 2 MONO 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 HO 2-9-8 TC j 1-2-0 . 1 . -• - - - - ---- -- 9 0-0_ .__ _ . _ .. .- - --- - - . _- - --- 10-8 I 4x4 E - B 31 2x4 2x4 G 2-6-14 3x3 A :f er•ww C 3x8 A i W:400 HGR R: 486 R: 397 U: 131 U: 34 BC -- - 9-10-8 9-10-8 ALL PLATES ARE LOCK20 Scale: 0.564" = 1' Robbins Engineering, Inc./Online Plus - Hz = 122 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -G 0.53 761 C 0.00 0.53 CSI -Size- ----Lumber---- G -E 0.28 58 C 0.00 0.28 TC 0.53 2x 4 SP-#2 E -B 0.04 30 C 0.00 0.04 BC 0.80 2x 4 SP-#2--------Bottom Chords --------- WB 0.24 2x 4 SP-#3 A -C 0.80 752 T 0.09 0.71 ------------- Webs ------------- Brace truss as follows: G -C 0.24 729 C O.C. From To E -C 0.03 185 C TC Cont. 0- 0- 0 9-10- 8 C -B 0.02 50 C WindLd BC Cont. 0- 0- 0 9-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC LL Defl -0.21" in A -C L/528 TL Defl -0.34" in A -C L/322 Shear // Grain in A -C 0.31 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI C LOCK 3.Ox 8.0-0.5 Ctr 0.74 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: A 487 131 4- 0 1- 0 Trusses Manufactured by: Hz = 66 East Coast Lumber C 397 35 3- 8 1- 0 Analysis Conforms To: Robbins Engineering, Inc./Online Plus"' O 1996-2005 Version 18.0.014 Engineering - Portrait 1122/2005 3:47:48 PM Page 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 761 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!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 SB33SHRT M41 1 7 MONO 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JI,W 2-9-8 HO 3-14 TCj _1-270 -nii W:400 R: 486 U: 131 BCi - --"9-10-8 9-10-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 133 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05 ----------Top Chords ---------- A -D 0.52 788 C 0.00 0.52 CSI -Size- ----Lumber---- D -B 0.31 50 C 0.00 0.31 TC 0.52 2x 4 SP-#2 --------Bottom Chords --------- BC 0.79 2x 4 SP-#2 A -C 0.79 780 T 0.09 0.70 WB 0.30 2x 4 SP-#3 ------------- Webs ------------- D -C 0.30 809 C Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10- 8 BC Cont. 0- 0- 0 9-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC C -B 0.03 137 C WindLd LL Defl -0.21" in A -C L/526 TL Defl -0.34" in A -C L/324 Shear // Grain in A -D 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Jt React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 487 131 4- 0 1- 0 FBC2004 Hz = 74 OH Loading C 399 104 3- 8 1- 0 Soffit psf 2.0 Robbins Engineering. Inc./Online Plus- O 1996-2005 Version 18.0.014 Engineering - Portrait 11222005 3:47:48 PM Page 1 HO 2-9-8 2x4 C x3 HGR R: 399 U: 103 Scale: 0.565" = 1' Design checked for LL on BC per BOCA (section 1606.2.3) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 809 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING b BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW V Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB33SHRT HJ7P 2 MONO 91013 2.121 1- 7-13 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-12 HO 2-0-12 TCI .177713 2x4 _ B 2.121: 3x3 D I 2-0-12 3x3 A C 3x3 �I li W:108 R: 289 U: 143 I W:511 W:1I08 R: 498 R: 397 U: 156 U: 55 BC' 9-10-13 -- - - 9-10-13 -A ALL PLATES ARE LOCK20 Scale: 0.465" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-NOV-05 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP-#2 BC 0.96 2x 4 SP-#2 WB 0.49 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 498 156 5-11 1- 0 Hz = 72 B 290 143 1- 8 1- 0 Hz = 100 C 397 55 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.56 1387 C 0.01 0.55 D -B 0.46 57 T 0.00 0.46 --------Bottom Chords --------- A -C 0.96 1394 T 0.25 0.71 ------------- Webs ------------- D -C 0.49 1422 C C -B 0.01 0 T WindLd LL Defl -0.19" in A -C L/574 TL Defl -0.31" in A -C L/361 Shear // Grain in D -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) NOTES: Trusses Manufactured by: Checked for NonConcurrent 200 East Coast Lumber Lbs Moving Point Load applied Analysis Conforms To: at Panel Points and Mid -panel FBC2004 on BC Girder King Jack Robbins Engineering. Inc./Online Plus"' 0 1996-2005 Version 18.0,014 Engineering . Portrait W222005 3:47:49 PM Page 1 Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1422 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB33SHRT EJ7P 4 ENDJO 70000 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JL I 2-0-14 HO 3-14 TC _-. 1-2-0 -L----------- 2x4 A 7-0-0 - ----- l I w:400 R: 373 U: 105 BC 7._0-0 I ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Hz = 43 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -B 0.53 29 C 0.00 0.53 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.53 2x 4 SP-#2 A -C 0.63 43 T 0.00 0.63 BC 0.63 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.08" in A -C L/987 TL Defl -0.17" in A -C L/449 Shear // Grain in A -B 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area 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 373 105 4- 0 1- 0 Design checked for LL on BC Hz = 66 per BOCA (section 1606.2.3) B 211 78 1- 8 1- 0 and IBC/IRC-2003. C 245 0 1- 8 1- 0 Design checked for 10 psf non - Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 1122/2005 3:47:49 PM Page 1 HO 2-0-14 I W:108 R: 211 U: 77 C8 W:108 R: 244 Scale: 0.567" = 1 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 29 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 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 SB33SHRT Mark CJSP Quart Type Span 1 4 ENDJO 50000 P1-Hl 3 Left OH 1- 2- 0 Right OH 0 E►tgineering ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW SO 3-14 SO 1-6-14 .. - ------ - -- 5-0-0---------' a 31 1-6-14 2x4 A C W:108 i R: �,1{ 48 �! . U: IX154 YYJJ • I W:400 W:108 R: 295 R: 232 U: 88 BC,..- `• -I - ---- - 5-0-0 -- -- •- --- -- -- ALL PLATES ARE LOCA20 Scale,. 0.572" = 1' Robbins Engineering, Inc./Online Plus - Hz = 31 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -B 0.25 20 C 0.00 0.25 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.25 2x 4 SP-#2 A -C 0.38 30 T 0.00 0.38 BC 0.38 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -C 0.18 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 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 296 89 4- 0 1- 0 Design checked for LL on BC Hz = 47 per BOCA (section 1606.2.3) B 149 54 1- 8 1- 0 and IBC/IRC-2003. C 232 0 1- 8 1- 0 Design checked for 10 psf non - Robbins Engineering, Inc./Online Plus'" 0 1996.2005 Version 18.0.014 Engineering - Portrait 1122/2005 3:47:50 PM Page 1 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 20 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 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 EngineeriFig SB33SHRT CJ3P 4 ENDJO 30000 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW 1-0-14 Ho 3-14 HO 1-0-14 TC 1-2-0 - 3-0-�--- --- -- z_. W:Aps R:. i86 U:: i31 I � W:400 W:108 R: 257 R: 219 U: 72 U: 1 BC. - -- --- - ------3-0-0 _._._ 3-0-0 - -... ... ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 18 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -B 0.14 11 C 0.00 0.14 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.14 2x 4 SP-#2 A -C 0.17 17 T 0.00 0.17 BC 0.17 2x 4 SP-#2 L/999 L/999 0.18 L/999 Brace truss -as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Cases) Plus 1 UBC LL Load Cases) LL Defl -0.01" in A -C TL Defl -0.01" in A -C Shear // Grain in A -C DL Defl 0.00" at 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. 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 258 72 4- 0 1- 0 Design checked for LL on BC Hz = 27 per BOCA (section 1606.2.3) B 87 31 1- 8 1- 0 and IBC/IRC-2003. C 220 2 1- 8 1- 0 Design checked for 10 psf non- Rnbbins Enaineerina. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 11/22/2005 3:47:50 PM Page 1 Scale: 0.761" = 1' concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: ' 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 11 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Spa.:. P1-H1 Left OH Right OH Engineering SB33SHRT CJ1P 4 ENDJO 10015 3 1- 2- 0 0 _F ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW 7-2 Online Plus -- Version 18.0.014 RUN DATE: 22-NOV-05 CSI -Size- ----Lumber---- .TC 0.00 2x 4 SP-#2 -BC 0.00 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0-15 BC Cont. 0- 0- 0 1- 0-15 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 HO 3-14 Ho 7-2 TC'1--15---- 3 W':108 R : 1;4 4 U:' '41 i 1 W:400 W:168 R: 203 R: 170 u: 55 U: 7 BC. -. .. .-_ . 1-0-15 i -- 1-0-15 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 it 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 it React Uplft Size Req'd 0- 1- 0. Support end or Lbs Lbs In-Sx In-Sx provide level return. A 203 56 3- 8 1- 0 Design checked for LL on BC B 145 41G 1- 8 1- 0 per BOCA (section 1606.2.3) C 171 8 1- 8 1- 0 and IBC/IRC-2003. G = Gravity Uplift Design checked for 10 psf non - Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 1122/2005 3:47:51 PM Page 1 Scale: 1.051" = 1 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load 3.0 psf Max comp. force 41 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW of 0 1 I 30-8-0 19-4-0 50-0-0 4- 174 P�NNOF SANfc SANTA BARBARA II ELEVATION 3 2 CAR ATTIC BONUS WITH TRAY FLOOR 18' EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: SANTA BARBARA II DATE: 3/30 5 REVISED: 1 1 / /06 PAGE 1 OF 2 SB32ATF r 0 0 r7 IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 611315S-31.003 (3) (c). EAST COAST LUMBER IS THE "TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN. THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES WITH THE STRUCTURAL INTENT OF THE PROJECT. ® 2255 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. 9-4-0 PLATE HT HFI n RAC-K 1 " TYP ur-31%7114 01. m\, ACAD BY: J LW DESIGN CRITERIA COUNTY: - CODE: FBC-ASCE 7 LOADING: 55 PST MWF SPEED: 120 N.P.H. SCALE: 1 /8' = 1'-0* EXPOSURE CATEGORY = B MEAN HEIGHT: 15'-0' IMPORTANCE FACTOR = I BUILDING TYPE: = ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC UVE: 40psf TC LIVE: 20psf TC DEAD: IOpsf TC DEAD: I5psf BC UVE: OOpsf SC LIVE: OOpsf BC DEAD: 05psf BC DEAD: 05pst OUR FACTOR: 1.00 OUR FACTOR:1.25 ADDITIONAL LOADS PER FBC & FRC NON -CONCURRENT SC LL IOpsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G.H) NON -CONCURRENT BC MOVING LL 200g FBC TABLE 1607.1.31 DEFINITIONS MWf: = MAIN WIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT 9 = POUNDS I d OFF\Glloo 50-0-0 - 47-4-0 30-8-0 „� 19-4-0 "" 50-0-0 SANTA BARBARA II ELEVATION 3 2 CAR ATTIC BONUS WITH TRAY ROOF 0-4-3 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: SANTA BARBARA II DATE: 3/30/05 REVISED: 1 1 /2/06 PAGE 2 OF 2 SB32ATR 0 0 r�D ry w Q IN ACCORDANCE NTH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c). EAST COAST LUMBER IS THE "TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE W9TH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN. THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES WITH THE STRUCTURAL INTENT OF THE PROJECT. 2255 AVOCADO AVE. MELB., FL. 32935 ® OFFICE: (321)254-1581 FAX: (321) 254-1582 Ei 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. DESIGN BY: ACJ ACAD BY: JLW DESIGN CRITERIA COUNTY: — CODE: FBC—ASCE 7 LOADING: TILE MWF SPEED: 120 N.P.H. SCALE: 1/8" - 1'-0' EXPOSURE CATEGORY = 8 MEAN HEIGHT: 25'-0' IMPORTANCE FACTOR = 1 BUILDING TYPE: - ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC UVE: 40psf TC LIVE: 20psf TC DEAD: IOpsf TC DEAD: 15psf BC UVE: DOW BC LIVE: OOpsf BC DEAD: 05psf BC DEAD: 05psf OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC 8c FRC NON —CONCURRENT BC LL 10psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE 8) CONCURRENT BC STORAGE LL 20ps1 FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.C.H) NON —CONCURRENT BC MONNG LL 200y FBC TABLE 1607.1.31 DEFINITIONS MVF = MAIN WIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf - POUNDS PER SQUARE FOOT g = POUNDS r. .i f CJ1P CJ3P CJ5P EJ7P EJ7P OFF�G� U U U BLDR. 33-0-0 n U U U CJ1P CJ3P CJ5P EJ7P EJ7P 0-3 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: 1OX33 PORCH DATE: 10-20-99 REVISED: 1 1-07-05 SB33SHRT (01 00 1\ In o- w V) Q IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST LUMBER IS THE 'TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. ALL OTHER BUILDING CODE DESIGN REQUIREMENTS ARE BY OTHERS. 2255 AVOCADO AVE. MELB., FL. 32935 ® OFFICE: (321)254-1581 FAX: (321) 254-1582 ❑ 5285 ST LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE 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. DESIGN BY ACJ ACAD BY KSM DESIGN CRITERIA COUNTY: — COOE: FBC 7 LOADING: TILE MWF SPEED: 120 M.P.H. SCALE: 1/8" = 1'-0" EXPOSURE CATEGORY = 8 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: lOpsf TC DEAD: 15psf BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf BC DEAD: 05psf OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC &FRC NON —CONCURRENT BC LL lops( FBC TABLE 1607.1.27 FRC TABLE R301.4 (P:OTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B,G.H) NON —CONCURRENT 8C MOVING LL 2001 FBC TABLE 1607.1.31 DEFINITIONS MV.T = MAIN Vd7fC FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SOUARE FOOT / = POUNDS I �,