The URL can be used to link to this page

469 Kays Landing Dr 07-442 SFRPERMIT AI CONTRAC' ADDRESS PHONE NUMBER I- m 1- PROPERTY OWNER_ f C ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR SUBDIVISION PERMIT # 01' A DATE PERMIT DESCRIPTION fc,- Al{�. C. � T -f, �I S F l i PERMIT VALUATION 1-3.7 . C3 SQUARE FOOTAGE 3(1 6 ( .0 t7 C7 m con cn w O MISCELLANEOUS CONTRACTOR � PERMIT NUMBER FEE ;71 MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE City of Sanford Certificate of Occupancy This is to certify that the building located at 469 Kays Landing Dr for which permit number 07-442 has heretofore been issued on November 03, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Building: D Brouthers 02/28/07 Engineering & Planning: M Replogle 02/28/07 Public Works: M Watson 02/28/07 Utilities: R Blake 03/05/07 Fire Department: Conditions (if blank, no conditions apply) Engle Homes Q)a� YVl .03/05/07 Property Owner Building Official Date BP210U01 CITY OF SANFORD Application Miscellaneous Information Maintenance Application number . . . . 07 00000442 Parcel Number . . . . 34.19.30.520-0000-1070 Address . . . . . . . . . 469 KAYS LANDING Type information, press Enter. 2=Change 4=Delete S=Display Opt Code Date Print Miscellaneous Information HISB 11/15/06 Y 1.TWO STORY, 3 BATHS,2.NOC ON FILE, _ HISB 11/15/06 Y EXPIRES ON 09/12/07 HISB 12/05/06 Y fema/slab on file _ HISB 2/23/07 FINAL F/S ON FILE _ HISB 2/27/07 Y CO SIGN OFF: _ HISB 2/27/07 Y P&Z: MR 02.28.07 HISB 2/27/07 Y PW: MW 02.28.07 HISB 2/27/07 Y UTIL: RB 03.05.07 F3=Exit F6=Add F12=Cancel 11 3/05/07 13:55:52 Bottom U.B. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emi.ergency Management Agency I Expires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. —��a— SECTION A - PROPERTY INFORMATION For Insurance Com"Danv Use _,,M r- A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company. NAIL umber- 16ln0-45 LAtjDirJ6, 0Q-lQE � rr N:.r• City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT Io7 , 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. N/A Long. N/A Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) 0 sq ft a) Square footage of attached garage 330+/ sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade 0 walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State CITY OF SANFORD 120294 1 SEMINOLE FL B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12117CO040 E 04-17-1995 04-17-1995 V,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) B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' Finished Construction •A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized Local Vertical Datum NGVD 1929 Conversion/Comments None Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 3 5Ci Erleet ❑ meters (Puerto Rico only) b) Top of the next higher floor — ❑ feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) ❑ feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) 35 . Z eet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building ❑ feet ❑ meters (Puerto Rico only) (Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) ❑ feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) ❑ feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name RONALD W. HERR, P.L.S. License Number LS4907 Title Manager of Survey -Central Florida Region Company Name IBI Group, Inc. Address 2603 Maitl nd Center Parkw Ste C City Maitland State FL ZIP Code 32751 Signaturr,r�� Date 2 /,7I D7 Telephone (407) 660 2120 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A For InsU'rancsC mpa yU�se?,"' Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.Policy Number j .l City Sanford State FL ZIP Code 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/company, and (3) building owner. Comments Item C2.e - Heat Pump Slab Elevation 2f ❑ 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 E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) Is ❑ feet ❑ meters ❑ above or ❑ below the LAG: E2. For Building Diagrams 6-8 with permanent flood openings provided In Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number Is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-Issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. rroperty vwners or owners Authorized Representative's Name Address City State ZIP Code oignawre Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who Is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located In Zone A• (without a FEMA4ssued 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 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: C]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 November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 107 — 469 Kays Landing, Sanford, FL 32771 The finished floor elevation of the structure located at 469 Kays Landing, Sanford, FL 32771, Lot 107, Kays Landing Phase 1 meets or exceeds the requirements set forth in the City of Sanford Code Chapter 6, sec. 6-7(a). Sincerely, CCL / IBI Consultants a division roup 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 MAW Consultants. Inc. is a Division of IB1 Group CCL CCL/IBI CONSULTANTS, INC. CCL AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 T�� POMPANO BEACH ORLANDO TAMPA JUPITER 1 A 0110r4 N Or A/F IN CR04VP WWW.CCL-POMPANO.COM WWW.CCL-ORLANDO.COM A DIVMCW or 7NE IN GO?OUP ENGLEKAY' S LANDING PHASE 2 NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 114 OF SECAON 34, TOWNSHIP 19 PANEL NUMBER 12117CO040E SOUTH, RANGE JO EAST. SEMINOLE COUNTY, FLORIC MAP REVISION 0511711995 BEINGS 00'14'40' E, AN ASSUMED MERIDIAN. FLOOD ZONE X ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLATTING SURVEYOR. L E G E N D R= RADIUS 0 L= ARC DISTANCE A CENTRAL ANGLE L. A/C CEAIRERUNEDITIONER SLAB NN S.E. DRAINAGE EASEMENT P L.m.E = LAKE MAINTENANCE EASEMENT P U.E. UTILITY EASEMENT P F.F. FINISH FLOOR C FHYD. - FIRE HYDRANT L. W.M. WATER METER Ei W.V. = WATER VALVE P I = L -PI -PI `V = C6 ELECTRIC SERVICE = POINT OF TANGENCY = EXISTING ELEVATION I- IRON ROD SET WITH NUMBER �URSQ UNLESS OTHERWISE NOTED SINNESS L AND DISC L.B. 5610 CURVATURE FCOMPOUND CURVATURE INTERSECTION F REVERSE CURVATURE SCALE: I' = 30' TRACT "C" \, S 89'47'18" E Nh0 L.B. 68 11 I I I /I 1 c0% i A' — I Oj I v I I ^ I I 34.8 1 I I I co �. 34.7 1 9j 4 Q O 1 o �� LOT 107 L O T 105 34.E Q W STORY RESIDENCE I F.F. EL. 35.91' 6.11 GAR. EL. 35.19' LLl Cb ti 60, O r ^ BS o A-11'10'l 2" R-125.00' — L 2 P. T. /D. \ h" 72.04' \ \ o. 3 .0 20' B.S. \ \ �0 \ / i m / [ / 34.8 L 0 T 108 / 33.92 Cl: h N �,9Y� 33.64 A=21'58'32" N&D48: 68 L.S53 . �q�R=125.00' L=47.94' , 10'Y B .133' tiff \ LEGAL DESCRIPTION.' �i LOCATION SKETCH (NOT TO SCALE) TRACT "F" \ A=0'48'29" R=2336.47' \ L=32.95' ' CHORD BEARING=N38'02'13"111\ CHORD=32.95 Lot 107, Kays Landing, Phase 2, according to the Plot thereof, as recorded in Plat Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. 111q NOTES: I. UNLESS IT 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 IS FOR INFORMATIONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS CCL CONSUL rAVr_c, INC. FOR EASEMENTS AND OR RIGHTS - TO SURVEY MAPS OR REPORTS BY OTHER THAN TILE SIGNING OF -WA,' OF RECORD. PARTY OR PARTIES IS PROHIBITED WTIHOUT WRITTEN 5. LOCAAONS ARE LAMED TO VISIBLE IMPROVEMENTS ONLY. L) CONSENT OF THE SIGNING PARTY OR PARTIES. w 2 AES ARE TO THE ABOVE GROUND FOUNDATION OF BUILDING. 6. r1IS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. -� O REVISIONS: DATE: BY: PLOT PLAN 9/5/06 JAM FOUNDATION 12/1/06 JAM FINAL 2/16/07 JAM 7. TNiS SURVt•: Y EXCEEOS THE MINIVUM CLOSURE ACCURACY 0! O F6W, A SUBURBAN SURREY AS R OUIR£D IN 61G17-6.003 a Z U a'?IOA MINIMVW TECHNICAL STANDARDS. �jL!_ LtiJ FZ-Zo-o7 RILD W. HERR P.L.S. PROFESS:ONAI. SURV YOR cnd MAPPER #4907 STATE OF FLORIDA DATE OF SURVEY. OPIkWN CHECKED FIELD 704 76 2/15/07 IBY JAM BY RWH BOOK CITY OF SANFORD PERMIT APPLICATION Permit # : C) 9 - q / .lob Address: Description of Work: /- D VV !/e/i Historic District: Zoning: Date: f Value of Work: $ rf'j0, J•" ,c1c• W..."'/A Permit Tvpe: Building Electrical ✓ Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service TemporaryPole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial _ Occupancy Type: Residential '✓ Commercial Industrial Total Square Footage: Construction Tvpe: # of Stories: # of Dwelling Units: Flood'Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: - /�>/ [ iron o "tt / ��s�c� su •' J� �-j U Phone: z-.>2xr/' Contractor Name & Address: tfwd SrYIC • f ��+� 't-'� s t oC/`� /f� r!rn/t�t��:� �, ✓�iJi'f -9 State License Number: Phone& Fac: Y�i:16/-08:t��S�C '�7t'/ j j_g Contact Person: Z-/'>-2C,�y//d /mot Z- Phone: !�IeI7" Bonding Company: Address: Mortgage Lender: - Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING. SIGNS. WELLS. POOLS. FURNACES. BOILERS. HEATERS, TANKS. and AIR CONDITIONERS. etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this propeny that may be found in the public records ol' this county, and them may be additional permits required from other govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner' of the property of the requirements of FI 'der Li rn La FS 713. Signature of Owner/Agent Date Si in - m each r gent Date Print OwnenAgcm's Name Print CtonAgent's Name c le Signature of Notary -State of Florida Date Signature Lary -State of Flori Date rry sonny G Logan `f My Commission DD201551 Owner/Agent is_ Personally Known to Me or ontractorl _gent is v Pi�rnally Kn ` or 17 2007 Produced ID G Pm�uccd ID o+e� w EXPires May APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: Zoning: (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) CITYOF SANFORD PERMIT APPLICATION Permit 1i : �� - '1 - 1 21 Date: 1_Z- ZG, — 0� fob Address: �% Description of Work: rS�N��f 'HVACe �s�'I �t�� Total Square Footage Historic District: Zoning: Value of \York: Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - H of AMPS Addition/AIteration Change of Service 1-cmporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout K Energy 0a1c. Required) Plumbing/ New Commercial: H of Fixlures H of Water K. Sewer Lincs H of f;as Lines Plumbing/New Residential: H of Water Closets Plumbing Repair - Residential or Commercial Decupancy Type: Residential Commercial Industrial Construction Type: ti of Stories: H of Dwelling Units: Flood Gone: (FENIA form required ) ( t " CJL Dwners Name & Address: 4 i '.e / ' /rf• Try Phone. ::omraclor Name & Addre ^ _ T � ',S1.. f G7 �:1 Y ` V 1i , r:.t-i: A f:. State License Number: !• ` �j�1St�"rihJ-i�.. J It.,;.rlt,t:/. �•�• , .. � 3CC-LPhone: �G7 � .\.L.• .,r_-i�sl. ?hone & Fa:: Contact Person: .�J� �.� r .! 5"5%• 3onding Company: \ddress: ►7orlgage Lender: lddress: \rchitect/Engineer: 1'11011r. \ddress: Fa z: \pplication is hereby made to obtain a permit to do the work and installations as indicated I certify that no work or installation has commenced prior to the ssuance of a permit and Umat all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate cmmit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEAL-ERS. TANKS, and UR CONDrrIONERS, etc. )WNER'S AFFIDAVIT: I certify that all of the foregoing infuriation 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 COM M ENCEM 13,rf MAY RESULT IN YOUR PAYING -WICE FOR IMPROVEMENTS TO YOUR PROPERTY. 11' YOU INTEND 1-0 OBTAIN FINANCING, CONSULT W I'I'H YOUR LENDER OR AN ITTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. IOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of tis county, and there may be additional permits required from oilmen governmental entities such as water management distrtat na , or federal agencies. rcceptance of permit is verification that I will notify the owner of the property of the requirements of Fl9ridTben Law, I'S Signature of Owner/Agent Date Signature of Contactor/Agent Date ROBLRT G. DELLQ RUM Print Owner/Agent's Name Print Contractor/Agent's Nat c Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date r, �� MI Owner/Agent is _ Personally Known to Me or Contractor/Agent is ✓ Personally Known to Me or Produced 11) Produced ill PPROVALS: ZONING: ;)c:cial Conditions: cv 03/2006 lfl-1l_: 1-1): ENG: 13LDG: Permit # : (_ — L LIQ Job Address: Description of Work: Historic District: Zoning: ) bJtDL) f saw CITY OF SANFORD PERMIT APPLICATION�/ Date: ! of ) `1 IJ�Y Value of Work: Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of ANTS `' Addition/Alteration Change of Service Temporary Pole=<�7_ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential -/� Commercial Industrial Total Square Footage:_3QQ Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: L(Attach Proof of Ownership & Legal Description) Owners Name & Address: F tu cas L G / ' n yy-t 1... r �)P �, Phone: Phone & Far:`/ 1 a. Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Far: _ 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. pj3a7 8I )41_,P3 OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Flo r law, FS 713. DQ Signature of Owner/Agent Date iure of Contractor/Agent Date 7co bQ-V+ N kv b r --"-T Print Owner/Agent's Name n ontractor/Agent's Name "J1 y.1bt, Signature of Notary -State of Florida Date Signature of Notary -State of Florida Daw Notary Public Stale of Florida Pamala S Tornus My Commission DD437139 t to NfMres 08/0712009 •Owner/Agent is _ Personally Known to Me or Produced ID - APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: O / ,9 P, Contractor/Agent is f Perso ll c Produced ID Zoning: Utilities: (Initial & Date) (Initial & Date) FD: (Initial & Date) CCL CCL/IBI CONSUL ANTS, C. AUTHORIZATION CCL #LB5610 ENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA �� A D/NS/ON or TN£ /B/ GROUP I JUPITER WWW. CCL-POMPANO. COM WWW.CCL-ORLANDO.COM A DIVISION OF IN£ /B/ GRPDUP ENGLEKAY'S LANDING PHASE 2 NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 1/4 OF S£C77ON 34. TOWNSHIP 19 PANEL NUMBER 12117CO040E SOUTH, RANCE JO EAST, SEMINOLE COUNTY, FLOR/L MAP REVISION 0511711995 BEING S 0074'40- E, AN ASSUMED MERIDIAN. FLOOD ZONE X ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLATTING SURVEYOR. L 6 0 6 N D: L- ARCIDISTANCE 0 RIP IRCL)� NOTED e= CENTRAL ANGLE L.B. 5610 UNLESS OTHERWISE L.B. LICENSED 9USINESS = AIR CONDITIONER SLAB N&D = SET NAIL AND DISC L.B. 5610 rAr/C 6.E. CENTERLINE EASEMENT PC PPOINTOOFCCOMPOUND CURVATURE L.M.E. LAKE MAINTENANCE EASEMENT PI POINT OF INTERSECTION U.E. UTILITY EASEMENT F.F. FINISH FLOOR PRC = POINT OF REVERSE CURVATURE CATV. FHYD. = FIRE HYDRANT CABLE TV L.P. = LIGHT POLE W.M. = WATER METER ELEC. ELECTRIC SERVICE W.V. = WATER VALVE PT = POINT OF TANGENCY ® = EXISTING ELEVATION I n T .I /1 ':" L.k/ I , Ll-1 W h N R- 125.00' L=24.17' Z P. T. \\1 _ I N L.B. 68 LEGAL DESCRIPTION.• TL)A/IT S 89*47'18" E I n T 'l /1 -, L.1/ I , U / FOUNDA 77ON LOCATION SKETCH (NOT TO SCALE) ScALE: V 0 30' 72.04' A---0'48'29" R=2336.47' L=32.95' 20' B.S. \ \ " .s / 6 "1 / 93, A=21'58'32" R=125.00' L=47.94' N&D L.B. 68 t �i Lot 107, Kays Landing, Phase 2, according to the Plot thereof, as recorded in Plat Book 69, at Page 4J-44, of the Public Records, Seminole County, Florida. Q0 NOTES. I. UNLESS IT BEARS THE SIGNA7URE AND ME 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 IS FOR INFORMATIONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY 7— PURPOSES ONLY AND IS NOT VALID. ADD17IONS OR DELETIONS CCL CONSULTANTS, INC. FOR EASEMENTS AND OR RIGHTS- 7— TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF -WAY OF RECilAV. PARTY OR PARTIES IS PROHIBITED 107HOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES 5. LOCATIONS ARE LIU17FD TO VISIBLE IMPROVEMENTS ONLY. U 2. 77£S ARE TO THE ABOVE GROUND FOUNDAT7ON OF BUILDING. 6. THIS "'RVEY SUES NOT REFIEC7 OR DETERMINE OWNERSHIP. o 7. THIS SURVEY EXi:E£l1E THE N:NIM41M CLOSURE ACCURACY 0= 6 F&; A 3U9URBAN SURVEY AS REOARED /N 61C17-6.003 a Z REVISIONS: DATE: BY: Of 1L'lteo' O.Y10A MINIMUM TECIAV/GAL SIANOARDS. PLOT PLAN 9/5/06 JAM f FOUNDATION 12/1/06 JAM fi*_ RCJPa L6 W. HERR P.L.S. PROFESSIONAL SURVEYOR and MAPPER #4907 STATE OF FLORIDA DATE OF SURVI--Y.• DRAWN CHECKED FIELD 704160 12/1/06 BY, JAM ;BY DSB BOOK CITY OF SANFORD PERMIT APPLICATION Permit #: eD—) —*4 t \ Date: ` 11- 81 3 (' Job Address: —t 1 LC �:3 I D /— — 10c-? Description of Work: n—b Historic District: Zoning: Value of Work: S 10, Oz.) Permit Type: Building Electrical Mechanical Plumbing >C Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pale Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Z Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address. Phone: Contractor Nat* 8U&%*4NQ4r+ P 0 d0x 1117 State License Number: r r— —,k?Pl SANFORD, FLORIDA.3?-772 111 Phone & Fax: (407) 323-75:15 Contact Person:%VANTAC.E PLUMBING, INC Bonding Company. :. P 0 • Q%, 11T7 Address: Ot' Q*NI=ORD, FLORIDA 32772 1117 i Mortgage Lender: (40y)_523=7525 Address: Archlteet/Englneer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that -all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws t g—f.= ring construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR ?i."'. rl- 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 require ts of • 4�ien Law, FS 713. Signature of Owner/Agent Date Signatur of Contractor/Agent Date "' Print Owner/Agent's Name Print Contmetor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of Plorida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: (initial & Date) Special Conditions: Zoning: Contractor/Agent is! Personall MARTHA Y. HALL Produced ID Wb4fff Pfili2r, State of Florida y comm. exp. Feb. 1, 2008 Comm. No. DD 258139 Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) COUNTY OF SEMINOLE IMPACT FEE STATTEMEpN�T' (] J.TSSUEG BY CITY OF ..`A �VF`'C�G STATEMENT NUMBER 106-75138 DA", 7 BUILDIN,_ PERMIT NUMBER: ®�_ (CITY) COUNTY NUMBER: UNIT ADDRESS: �4(� g f%s_ TRAFFIC ZONE: JUR."SDICTION: 06 CITY_ OF SANFORD SEC : 31 TWP : /9 RNG : 30 PARCEL: SUBDIVISION: TRACT: _ PLAT BOOK: LAT BOOK PA G1: �� BL0Ct; �! OWNER NAME: ADDRESS: APPLICANT NAME: ADORES-';: L_0 T : - /0 7 rQ1c� LAND USE CATEGORY: 001 - Si -Ole Family Detach-ed House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detachpcl - ConstruCt.i.on — —BENEFIT _ RATE FEE UNIT RATE PER # c% TYPE - TOTAL DUE FEE TYPE DIc,T SCHEDULE DESC. UNIT OF UNIT ROADS -ARTERIALS; ROADS -COLLECTORS LIBRARY SCHOOL:. CO -WIDE 0 NORTH 0 CO -WIDE 0 CO -WIDE 0 STATEMENT RECEIVED BY : �/ � 0_A6l e_ (PLEASE PRINT NAME) dwl unii05.00 dwl unit $ 000.00 dwl unit S 54.00 dwl_ unit S1,384.00 AMOUNT DUE 1 $ 000.00 1 S 54.00 1 . 1, 1B4.00 $ 2.14".00 SIGNATURE: U atL��-�'� DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE T'-1 AIOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. 1 DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY kANOTEAA PERSONS ARE ADVISIED THAT THIS IS, A : TATEMENT OF PEES 'WHIC'F1 ARE DUE AND PAYABLE PRIOR O ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVI:;ED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS' OF THE ROAD, LIBRARY 'SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAY`; OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET 'PHE REQUIREMENTS OF 11HE COUNTY LAND DEVELOPMENT CODE. � OPIES OF THE RULE:.; ';OVERNI.NG APPEAL:; MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 327"71; (407) 665-7474. PAYMENT SHOULD BE MADE TO CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND :,HOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. **"THIS STATEMENT I`_; VALID ONLY IN CONJUNCTION WITH IS:•UANCE OF A*A'A A*" A A'* * i< A A A A A* A A 'A * A S I N G L E FAMILY BUILDING PERMIT A A A A A* k A A A A 'A A A A A A A* A CITY OF SANFORD PERMIT APPLICATION /3 Permit # : ® ` —/- 4 Date: Job Address: -/-& 9 `//3,��a7U Description of Work: FrPrt CnnrrPt P R1 nrlr SFR Total quareFootage 2390 Historic District: No Zoning: Value of Work: S 13 -7 Cow 3- Permit Type: Building _X Electrical X Mechanical X Plumbing X_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/AIteration Changc of Scrvice Temporary Pole Mechanical: Residential _X Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Rc Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Cgntcme`C�;VP� Occupancy Type: Residential X Commercial Industrial JEP 1 3 ?046 Construction Type: # of Stories: dl # of Dwelling Units: t Flood Zone: (FEMA form required) Owners Name&Address: Tousa Homes dba Enctle Homes, 0 11315 Corporate Blvd #250, Orlando 12817 Phone: (4(17) 74c)--i5nn Contractor Name& Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone&Fax:407-249-3500/407-31 3- C4_or�t¢ t2P�rs 7: Valerie/Ke Phone:407-249-3500 Bonding Company: N/A Address: Mortgage Lender: N/A Address: Archltect/Engineer: Residential Design Services Phone: 407-246-1 nR0 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies. or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the require eAj;t.?ofFi dn a Law, 713. Signature of Owner/Agent Date Vgnarure of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: S:a ''VV° ''t"UTIL: _ D: Special Conditions: Rev03/2006 r a 5.S' 9, 3y.0' g l,A" •S21 � ^� 307 0110.7% Wiliam Colby Franks Print Contractor/Agent's Name Signature of Notary -State of Florida Date Y'p • Valerie L Furrer r' MY COMMISSIONS DD285915 EXPIRES May 25, 2007 B9,NDEDTHRUTROY FAIN INSURANMINC Contractor/Agent is �'W§onally Known to Me or Produced ID ENG: BLDG: UTILITY FEES WD 0 $ -ZZY3 sw•s�6� SAiXA G4e-W :3r 1,603'- Ve Porcl, 1, 398• 3,001• + + * Y lJ lid 3, 001 • ' 428• 147• + + + 330• + -TorAl s4 3,906• * 0• * 3,001• x 40- 120,040- 0• 428• x 20• 8,560- 0• * 477• x 18• _ 8,586- 0• 120,040• + 8,560• + 8,586• + 7o A I vAly a 137,186 • * 3,906- 2• _ 1,953- 1,953• x 0.01 = 19.53 0. RA 19.53 + 19.54 + 2eC, 1,603= + C(%lCot/P/PdreS 1,3980 + 39001 • * 13.d{ 3,001• + 428• + 147 • + 330• + TorAl 1 39906• * 0• * 3,001• x 40• _ 120,040- 0• 428• x 20• = 8,560• * 0• * 477• x 18• = 8,586• * 0• * 120,040• + 8,560• + 8,586• + 104-41 vAW 137,186• * 3,906- 2• _ 1,953- 1,953• x 0.01 = 19.53 0• * RA J 19.53 + 19.54 + RQC� 111111111111111Hill 1111111111tI11111111111111111111p111111 Permit Number 07 A :4 2- Parcel Identification Number Prepared by: Valerie Furrer / Kekalani Vazquez Return to: Engle Homes Orlando 11315 Corporate Blvd ste 250 Orlando,Fl 32817 NOTICE OF COMMENCEMENT State of FLORIDA County of SEMINOLE MAHYOW MIIHSk--•, CLERK OF CIRCUIT CUURT SEMINOI.l.' COUNTY BK 0640;i I111 1046; (11)41 CLERK'S # 2006146695 RPLIMUED 09/12/8006 03:46:31 PM RECORDINU FEES 10.00 REW10_1) BY L McKinley CERTIFIED COPY MORSE C ^:t Or C ')CUIT COURT SEPAINOLE: 0 INTY, FLORIDA BY DE Y CLERK The undersigned hereby gives notice that improvement(s) will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. 1. Description of property (legal- description of the property, and street address if available) Kay's Landing Phase 2, Sec-34, Twsp-19, Rge-30, PB-69, Pages-43-44, Lot # 107- 469 Kays Landing Drive in Seminole County 2. General description of Improvement(s) Single Family Residence 3. Owner Information Name Engle Homes/Orlando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd. #250 Fax Number 407-281-7766 Orlando, FI 32817 Interest in Property: Fee Simple 4. Fee Simple Title Holder (If other than owner shown above.) Name Telephone Number Address Fax Number 5. Contractor Engle Homes/Orlando Inc. Name 11315 Corporate Blvd #250 \ Address Orlando,Fl 32817 6. Surety (if any) Name Address 7. Lender (if any) Name N/A Address Telephone Number 407-281-4480 Fax Number 407-281-7766 Telephone Number Fax Number Amount of bond $_ Telephone Number Fax Number N/A 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/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): f ,��Z -a gZl--2�01LP Date Signed must sign ...and no one else may be permitted to sign In his or her stead." Swom to and subscribed before me this /0y�day of 't-�r>c�420 G 61 by William Colby Franks who Is X personally known to me OR produced as Identification. Signature of Notary (notarial seal to appear below) Form Revised: 12100 for 19_ to 20_ Valeria L Furrer c i MYCOMMIGSION# DD205915 EXPIRES ••:.��•o, May 25, 2007 off °h' BONDED ftiRU TROY FAIN INSURANCE INC 1 CCL CCL/IBI CONSULTANTS, INC. CCL AUTHORIZATION #LB5610 IBI ENGINEERS SURVEYORS PLANNERS 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER IBI • aI Mav Or INC IBI GROUP WWW. CCL —POMPANO. COM WWW. CCL—ORLANDO. COM A DIYJSION Or TNr IBI GROUP ENGLEKA Y' S LANDING PHASE 2 NA77ONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST L1j/F OF THE COMMUNITY NUMBER 120294 NORTHEAST 1/4 OF SECTION 34, /OWNSH/P 19 PANEL NUMBER 12117CO040E SOUTH, RANCE 30 EAST, svofw Dt F COUNTY, FLORID MAP REVISION 0511711995 BE/NC S 0074'40" £, AN ASSUMIV MERIDIAN. FLOOD ZONE X L E G E N D R- RADIUS L- ARC DISTANCE e= CENTRAL ANGLE A/C CEAIR C NEDITIONER SLAB S.E. = DRAINAGE EASEMENT L.M.E. = LAKE MAINTENANCE EASEMENT U.E. = UTILITY EASEMENT F.F. FINISH FLOOR FHYD. a FIRE HYDRANT W.M. = WATER METER W.V. = WATER VALVE L.V l r lJ� O ER L.B56 INDICATES CAP (IRON UN ESS OD SET �CRYTH ASE NOTED L.B. = LICENSED BUSI�ESS NILD = 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 CATV. = CABLE TV L.P. = LICHT POLE RVICE PTEC POINTOFCI TANGENCY ® = PROPOSED ELEVATION LOCATION SKETCH (NOT TO SCALE) SCALE: 1' a 30' 30.9r- _ _ N 89'47'18" W 72.04'-0.48'29" 34.2 'I I I R=2336.47' L=32.95' A=11'l Ol 2' P. T. L=2a.37' \\\ Ln al I L.v/ r l// lot / I B/A `O i 03' c I c,,w,p, I � / vl F< 104 AT/ A 10' °O / �DJ/ 4'' ri, J`1% / J.o°s s9s �o / /9JJ• ti ,? / nDhi ' /OI L=21'58'32" �,qys 33.6 R=125.00' L=47.94' c �-' NOTE: LEGAL DESCRIPTION., BUILDING WILL BE STAKED AS SHOWN LOT = 9,6431SO.FT. Lot 107, Kay's Landing, Phase 2, according to the Plat thereof, as recorded in Plot Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. Q0 NOTES: (SKETCH AND LECAL ONLY, NOT A SURVEY) 1. UNLESS I BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SHOWN NfRL'ON WERE NOT ABSTRACTED �— SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY CCL CONSULTANTS INC. FOR EASEMENTS AND DRAWING, SKETCH, PLAT OR MAP /S FOR /NFORMA77ONAL RICH TS— OF— WA Y OF RECORD, PURPOSES ONLY AND /S NOT VALID. ADDITIONS OR DELETIONS J. DATA SHOWN HEREON I40.4S COMPILED FROM OTHER ~ TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING v INSTRUMENTS AND DOES NOT CrA'S177UTE A FIELD SURVEY PARTY OR PARTIES /S PROH/BI1E0 WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. AS SUCH. Cr p REVISIONS: DATE: BY: a Z PLOT PLAN 9/5/06 JAM WILSON Itz. WAY PROFESSIONAL SURVEYOR and MAPPER of 2835 STATE OF FLORIDA TE OF SKETCH: ] DRAWN I CHECKED FIELD 9/1/06 BY JAM BY DMB BOOK NIA City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 PLAN REVIEW RESPONSE Date: November 1, 2006 Contact Person: Valerie / Ke Contact Phone Number: 407-249-3500 Contact Fax Number: 407-313-2142 Contact E-mail Address: Reference Number: Project Description: Model — Santa Barbara II Job Address: 469 Kays Landing Drive The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes must be submitted on the original submitted format. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. STRUCTURAL S-1 Floor beam ML1 is not part of Robbins Engineering. The engineer of record for the structural design of the building shall review and approve the calculations submitted. Of concern is the design criterion designated, stating 20 psf Live load and 20 psf dead loads. Provide verification that all loads including floor loads have been considered. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to (407) 328-3859. You may also contact me by E-mail at thornew@ci.sanford.fLus. POWER OF ATTORNEY Date: 9 /, 3 /ob I hereby name and appoint Valerie Furrer / KeKalani Vazquez of Engle Homes Orlando to be my lawful attorney in fact to act for me and apply to the Orange County Building Department for a Residential Building permit for work to be performed at a location described as: Section 34 , Township 19 , Range 30, Lot 107, Block Subdivision : Kay's Landing Phase 2 Address of Job: 469 Kays Landing Drive, Sanford 32771 Owner of Property and Address : Engle Homes Orlando 11301 Corporate Blvd. #303 Orlando, FL 32817 And to sign my name and do all things necessary to this appointment. William Colby Franks Type or Print name of Certified Contractor Signature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this 3�- day of F 2 60�e, by William Colby Franks, who personally appeared before me and acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. ✓ Personally Known Produced Identification Typ of Identification Signature otary Public, State of Florida Kimberly Kaminer Print or Type Name of Notary Public (Seal) ro�rRY P6e, Kimberly Kaminer :Commission # DD425691 �� oe Expires May 4, 2009 OF P-d` Bondoo Troy Fay •Insurance, Inc BOD-385-7019 Seminole Countv Propertv Appraiser Get Information by Parcel Number Page 1 of I � o DAME) J©HNSON, iCFA, ASh i PROPERTY APPRAISER �— t�� s `P$ SEMIINOLE COUNTY FL. ��_LL_l . �. ry a ,- + „ I'°• . 1101 E. FIRST ST SANFORD, FL 3277i746b ' 407 - 665 - 7506 2006 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 34-19-30-520-0000-1070 Depreciated Bldg Value: $0 Owner: TOUSA HOMES INC Depreciated EXFT Value: SO Mailing Address: 11315 CORPORATE BLVD STE 250 Land Value (Market): $62,000 City,State,ZipCode: ORLANDO FL 32817 Land Value Ag: SO Property Address: 469 KAYS LANDING DR SANFORD 32771 Just/Market Value: S62,000 Subdivision Name: KAYS LANDING PHASE 2 Assessed Value (SOH): $62,000 Tax District: S1-SANFORD Exempt Value: $0 Exemptions: Taxable Value: S62,000 Dor: 00-VACANT RESIDENTIAL Tax Estimator 2006 Notice of Proposed Property Tax SALES 2005 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified 2005 Tax Bill Amount: SPECIAL 06/2006 06285 0929 $1,096,000 Vacant No 2005 Taxable Value: WARRANTY DEED DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess FrontaLand Unit Land ge Depth PLATS: Pick... Method Units Price Value LOT 107 KAYS LANDING PHASE 2 PB 69 LOT 0 0 1.000 62,000.00 $62,000 PGS 44 - 44 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. "' If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://wwv,'.scpafl.<n vveh.sem mole_county_title'?parcel=34193052000001070... 9/ 12/2006 U.8. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program Al ELEVATION CERTIFICATE Important: Read the instructions on pages 44ERC1 SECTION A -PROPERTY INFORMATION OMB.. No. 1660-0008 Expires February 28, 2009 C71 tlx: Lli:. F`i.i v,. A2. Buf din Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. KtA�IS L41Pf N h OQ �� i. ;: Citv _ Rfalu 710 r`_An A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessorry, etc.) _ RES 1 1� E 1-4 T I PL L- ^ ' .. _ r7 -_. AS.-_LatitudelLonghude: Lat. c&pgrh< < Horizontal Datum.` ❑-NAD 192`!:.,❑:: NAD 1SS3 A6. Attach,at least 2 photographs of the building if the. Certificate is being used to obtain flood insurance. A7. Building Diagram Number_ . A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space ore nclosure(s) 0 sq It a) Square footage of attached garage 150 — sq It b) No. of.permanent flood openings In the crawl space or b) No. of permanent flood openings In the attache !garage enclosure(s) walls within 1.0 foot above adjacent grade 0_ walls within 1.0 foot above adjacent grade ©© c) Total net area of flood openings in AB.b t'!o_ sq in c) Total net area of flood openings in A9.bsq in SECTION B -FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP Community Name & Community Number 82. County Name B3. State CtTY Or SANFORD 12,0Z"J I SEMlnlot_( F-L 84. Map/Panel Number B5. Suffix 86. FIRM Index 87. FIRM Panel B8. Flood B9. Base Flood Elevatlon(s) (Zone 1211�-Loo40 I-oA- Date 12 10)V5 Effective/Revised Date oq�t� t��5 Zone(ss AO,, use base flood depth) N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In hem B9. `SES MmmEKT5 ❑ FIS Profile ❑ FIRM ❑ Community De ined Other (Describe) 5`( P I- ATTI N 2.JL 1'= K O 811. Indicate elevation datum used for BFE in Item B9 9 NGVD 1929 ❑ NAVD 1988 []Other (Describe) 812. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 ❑ Yes ffNo Designation Date ❑ CBRS ❑ OPA SECTION C -BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14 Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be requ red when construction of the building Is complete. C2. Elevations -Zones, Al-A30, AE, AH, A (with BFE), VE, VI-V30, V (with BFE), AR, AR/A, ARME, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized L—O"%, - Vertical Datum_f1A A `/ r? t QJ 2 P.S S J M E2_ Conversion/Comments N G N>� C �Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor) S .--7 -iiL��J feet ❑ meters (Puerto Rico only) b) Top of the next higher floor _u feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) A _❑ feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) ,❑ feet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building _❑ feet ❑ meters (Puerto Rico only) (Describe type of equipment in Comments) I) Lowest adjacent (finished) grade (LAG) NIA _❑ feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) AIJA ._❑ 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 certiNy that the Information on this Cert/Rcate represents my best eftrts to interpret the data available. l understand that any false statement maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here If comments are provided on back of form. Certifier's Name License Number w ILSo4 6, wAy GSM Title Company Name MAIN �iNG �a_1Nu�Pw�.. �-BI (Si P1oyP aN(l. Address City State ZIP Code 2-ev03 AITL44D C-r&AA1I-LA1,4D FL. 32}S I SlgnaturA Date Telephone Wk 1q►z FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Seetlon A. ;i •,ifi Building Street Address (Including Apt., Unit, Suite and/or Idg. No.) or P.O. Route and Box No. ,,._ _... Mx�.ii �:.s ..;ai, city • ZIPi! 1{7t,CIfNf 011.t 1f yA:AI ,dT Y.........'�1::�.i. .i SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompany, and l�pildllob"d.t-44�? �•,:�'� A� Comments TTDF G 2 . e — -H 6 AT' PuI ^ P S LAB E Ly/-\T-1 o &J SEE A,TTACAED LETrM OF W iIEVISiAN 13A.4W ON FILL ti•a� signature Date q !�Q 6�-❑-Check-here If -attachments- -SE fIIO NG ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-ES. If the Certificate is Intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items E1-E4, use natural grade, If available. Check the measurement used. In Puerto Rioo only, enter meters. El. Provide elevation information for the following and choc k:the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawl space, or enclosure) is _ ❑ feet ❑ meters ❑ above or ® below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ meters. ❑ above or ._ H. below the LAG. E2: -For Building Diagrams 6-8 with permanent flood openings provided in Sectl",A Items 8 a d/or 9 (see a e 8 of Instructions), the next higher floor -- (elevation C2.b in the diagrams) of the building is _ ❑ feet u meters i above or Lbelowthe HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery end/or equipment servicing the building Is_._[] feet [:]motors ❑ above or ❑ belowthe 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. local official must certify this information in Section G. s SE 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 ntty's floodplain management ordinance can complete Sections A, and G of this Elevation Certificate. Complete the applicable Items, ar�si�elow. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from ether 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.) 02. ❑ A community official completed Section E for a building located In 26�qA (without a FEMA-Issued or community -Issued BFE) or Zone AO. G3. El The following Information (Items G4: G9.) is provided for communitl►ffAplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or pn Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments 3 ❑ Check here if attachments FEMA Form 81 �31, February 2006 Replaces all previous editions Page 7 oIf 8 Date: ,tune 15, 2006 Case No.; 06-04-BM36X LOMR-F y� Federal. E�nea-gency Management .Agency Washington, D.C. 20472 'INIcl LETTER OF MAP REVISION BASED ON FILL DETERMINATION DOCUMENT (REMOVAL) ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS) OUTCOME 1%ANNUAL LOWEST LOWEST WHAT IS CHANCE ADJACENT LOT LOT BLOCK/ SUBDIVISION STREET REMOVED FLOOD FLOOD GRADE ELEVATION SECTION FROM THE ZONE ELEVATION ELEVATION (NGVD 29) SFHA (NGVD 29) (NGVD 2.9) 99 -- Kay's Landing, — Property X 32.1 feet — 32.3 feet Phase 2 (unshaded) 102- -- Kay's Landing, - Property X 32.1 feet — 32.2 feet 108 Phase 2 (unshaded) 132, - Kay's Landing, — Property X 32.1 feet -- 34.1 feet 133 Phase 2 (unshaded) 114 -- Kays Landing, - Property X 32.1 feet -- 32.9 feet Phase 2 (unshaded) FILL RECOMMENDATION (This Additional Consideration applies to the preceding 5.Properties.) The minimum NAP criteria for removal of the subject area based on fill have been met for this request and the community in which the property is located has certified that the area and any subsequent structure(s) built on the filled area are reasonably safe from flooding. FEMA's Technical Bulletin 10-01 provides guidance for the construction of buildings on land elevated above the base flood elevation through the placement of fill. A copy of Technical Bulletin 10-01 can be obtained by calling the FEMA Map Assistance Center toll free at (877) 336-2627 (877-FEMA MAP) or from our web site at http://www.fema.gov/mit/tb1001.pdf, Although the minimum NFIP standards no longer apply to this area, some communities may have floodplain management regulations that are more restrictive and may continue to enforce some or all of their requirements in areas outside the Special Flood Hazard Area. ANNEXATION (This Additional Consideration applies to the preceding 5 Properties.) Although the subject of this determination is shown on the National Flood Insurance Program map as being located in a community other than the community indicated on the Determination/Comment Document, it has been annexed by the community referenced therein. This attachment provides additional information regarding this request. If you nave any questions about this attachment. Please contact the FEMA Map Assistance Center toll free at (8771 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency. 31501 Eisenhower Avenue. Suite 130. Alexandria, VA 22304-6439. William R. Blanton Jr., CFM. Acting Chief Engineering Management Section Mitigation Division I W. DONALD OSTEEN PresidentP. ALLEN • !® Executive Vice President ® e November 9, 2006 OFFICE City of Sanford Building Division 300 N. Park Ave. Sanford, FL 32771 Dear Sir or Madam, CHARLIE MARTINEZ Vice President Truss Division FORT PIERCE MELBOURNE Regarding the "Plan Review Response" for Lot 107 Kays Landing, we have enclosed the sealed engineering sheet for the ML 1 as per your request. If you have any questions, please contact me at 772-466-2480 X1909. Thank you. Sincerely, Armando Cano, Jr. Senior Truss Designer East Coast Lumber -Truss Division WE'RE HERE TO HELP YOU BUILD A BETTER WAY.TM 5285 St. Lucie Blvd. - Fort Pierce, FL 34946 - (772) 466-2480 - Fax (772) 466-5336 www.eastcoastlumber.com - e-mail: ftptruss@eastcoastlumber.com TM ML1-SB42CT NC Woodford Plywood 1504 S Mock Rd Albany GA 31705 800-342-6400 2006.1 Allowable Stress Design NOTE: LOAD TABLE 2 BEAMS I'75 X 16.000 LP LVL2250Fb-1.5E 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES TOGETHER (REFER TO NOTES). FLECTION OTHERS. VERIFICATION OF LOADING, DEFOR 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 360 PLF 06-08-00 10-00-00 1.25 RESPONSIBILITY FOR ALL PLANS, SPECIFICATIONS UNIFORM ROOF DEAD TOP 216 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 COMPONENT INTO THE U14I FORM 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 4427 LBS 05-08-00 MINBRG=2.50" 1.25 3. DO NOT CUT, NOTCH OR DRILL LP LVL. CONCENTRATED ROOF DEAD TOP 2656 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 IS TO BE USED AS A THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I -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. PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF LP LVL, SUCH THAT MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ATTACH THE TWO PLIES WITH 3 ROWS OF 16d ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS (3-1/2') NAILS AT 12- OC. STAGGER ROWS. BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131'. 16d SINKERS (3-1/4-) MAY BE USED, BUT HALF MUST BE DRIVEN FROM DISTRIBUTED TO ALL PLIES. ADDITIONAL MSI: 0.61 DESIGN CRITERIA VSI: 0.41 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 p ICBO ER-5004 CCMC 11518-R N.Y. CITY MEA 97-94-E WISCONSIN 200124-W L.A. City RR 25167 NER 622 HUD MR 1214D PLANS REVIEVNtL) 12 CITY 0f so � D � SUPPORT REACTIONS (LBS): 16.000 MAXIMUM B E A R I N G N U M B E R 1 2 11 1.750 DOWN 4620 6427 3.500 UPLIFT --- --- CROSS SECTION MIN BEARING SIZES (IN-SX) 3- 0 3- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.09" 0.49" 'DEAD LOAD 0.11" 10- 0- 0 91 TOTAL LOAD 0. 17" 0. 65" ••• THIS DRAWING IS NOT TO SCALE "• Handling 8 Erection Miscellaneous Information LP LVL and CTR, LP I -Joist Specifications LP Engineered Wood Products 2006.1 11107106 SBCCI Temporary and permanent Meting for holding cortpanent The use of this component shal be specified by it. designer of the • Supports and connections for LP LVL and CTR, LP I -Joists to be specific applications. 2706 Highway 421 North phsnD and for resisting lateral forces shot be designed and complete structure. Obtain at the necessary code compliance approval ' Common nails driven parallel to glue lines anal be spaced a mGninsen of 4' for 10d Wilmington, NC 28401 Irourled by others. No bads are to be applied to the and instructions from the designers of the complete Structure before and Y ton ad. Local 910.762.9878 component unfit after at the framing and festering are using this component. It the design criteria listed above does rot meet 'Do rot cut. notch, drill or after LP LVL and CTR, LP IJoists except as shown in National Wats 800.999.9105 completed. At no time shot loads greater than design loads be local Wilding code requirements, do not toe this design. When this published material from LP any use of LP LVL and CTR. LP 1-Joists contrary to trio applied to the cortponerd. hawing is signed end sealed. the structural design is approved as showir limits set forth hereon,negates any express warranty of the product and LP disclaims in this hawing based on data provided by the customer. LP LVL and ON inpaed warranties Inchdag the implied warranties of merchantability and fitness Design Criteria CTR, LP I-joisa are made without camber and will deflect under bad. for a particular use. The design and material specified are in substantial Wood In direct contact Win concrete must be protected as required by 0 611-046 confomity with the latest revisions of NDS and AITC. • Dead code. Continuous lateral support is assurred (wag floor beam etc.). LP DWG # bad deflection Includes adju sI nent factor for creep. Total be does rot provide onsite inspection. This hawing must have an • A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR deflection Is Instantaneous. Architect's or Engineer's seal afixed to be considered an Engineering SHEET # 3 of 3 document. LP is a registered trademark of Louisiana-Pacific Corporation. FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: SantaBarbara3001 Builder: ENGLE HOMES Address: y &q Ke t C"-n Permitting Office: G gNFo,2. City, State: e-1 / Permit Number: 0-7-449 Owner: Jurisdiction Number: Cep 1-540 Climate Zone: Centlral I. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 5 _ 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 3001 ft' _ 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7�.Sngle Default) 581.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 581.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 190.0(p) ft b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4A, 1165.2 ft' b. Frame, Wood, Adjacent R=11.0, 227.0 ft' _ c. Frame, Wood, Exterior R=11.0, 1149.0 ft' _ d. N/A _ e. N/A _ 10. Ceiling types _ a. Under Attic R=30.0, 1566.0 W b. Under Attic R=30.0, 55.0 ft= _ c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 1.0 ft b. Sup: Unc. Ret: Unc. AH(Scaled):Interior Sup. R=6.0, 1.0 ft = 12. Cooling systems a. Central Unit Cap: 42.0 kBtu/hr _ SEER: 14.00 _ b. Central Unit Cap: 30.0 kBtu/hr _ SEER: 14.50 c. N/A _ 13. Heating systems a. Electric Heat Pump Cap: 42.0 kBtu/hr _ HSPF:7.70 _ b. Electric Heat Pump Cap: 30.0 kBtu/hr _ HSPF: 8.20 c. N/A _ 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons _ EF: 0.90 _ b. N/A OFFIC _ c. Conservation credits _ (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits _ (CF-Ceiiing fan. CV -Cross veutilatiuu, HF-Whole house fan, �D PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) O P Glass/Floor Area: 0.19 Total as -built points: 39744 PASS Total base points: 42429 I hereby certify that the plans and specifications covered by this calculation ara lnn compliance with the Florid1nergy Code. PREPARED /-� DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AG DATE: Cl 1.3 0<- Review of the plans and qHE srgTF specifications covered by this O� e ; p calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for , •�.1 compliance with Section 553.908 cov Florida Statutes. SRO BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2M. EnergyGauge® (Version: FLRCSB v4.0) FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 3001.0 25.78 13925.8 Single, Clear N 1.0 26.0 28.0 30.19 1.00 843.3 Single, Clear W 1.0 16.0 39.0 57.68 1.00 2242.2 Single, Clear W 1.0 16.0 39.0 57.68 1.00 2242.2 Single, Clear W 8.0 17.0 36.0 57.68 0.76 1570.9 Single, Clear W 1.0 11.5 8.0 57.68 1.00 459.2 Single, Clear S 1.0 4.0 7.0 48.22 0.87 293.2 Single, Clear S 1.0 20.0 39.0 48.22 1.00 1871.5 Single, Clear E 1.0 18.0 44.0 63.97 1.00 2805.0 Single, Clear E 1.0 18.0 88.0 63.97 1.00 5610.0 Single, Clear E 1.0 17.0 18.0 63.97 1.00 1147.5 Single, Clear N 1.0 23.0 23.0 30.19 1.00 692.7 Single, Clear E 1.0 14.0 7.0 63.97 1.00 446.0 Single, Clear W 5.0 8.0 36.0 57.68 0.67 1386.3 Single, Clear W 5.0 6.0 20.0 57.68 0.59 676.0 Single, Clear W 5.0 8.0 36.0 57.68 0.67 1386.3 Single, Clear S 1.0 10.0 5.0 48.22 0.99 238.7 Single, Clear S 1.0 8.0 16.0 48.22 0.98 755.7 Single, Clear E 1.0 5.0 16.0 63.97 0.95 972.8 Single, Clear E 5.0 8.0 14.0 63.97 0.66 592.7 Single, Clear E 5.0 8.0 36.0 63.97 0.66 1524.2 Single, Clear E 1.0 4.0 6.0 63.97 0.92 351.8 Single, Clear E 1.0 6.0 20.0 63.97 0.97 1239.5 As -Built Total: 581.0 29347.6 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 227.0 0.70 158.9 Concrete, Int Insul, Exterior 4.1 1165.2 1.18 1374.9 Exterior 2314.2 1.90 4397.0 Frame, Wood, Adjacent 11.0 227.0 0.70 158.9 Frame, Wood, Exterior 11.0 1149.0 1.90 2183.1 Base Total: 2541.2 4555.9 As -Built Total: 2541.2 3716.9 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Insulated 18.0 1.60 28.8 Exterior 0.0 0.00 0.0 Base Total: 18.0 28.8 As -Built Total: 18.0 28.8 EnergyGaugeO DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:. , . PERMIT #: I BASE AS -BUILT CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1566.0 2.13 3335.6 Under Attic 30.0 1566.0 2.13 X 1.00 3335.6 Under Attic 30.0 55.0 2.13 X 1.00 117.2 Base Total: 1566.0 3335.6 As -Built Total: 1621.0 3452.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 190.0(p) -31.8 -6042.0 Slab -On -Grade Edge Insulation 0.0 190.0(p -31.90 -6061.0 Raised 0.0 0.00 0.0 Base Total: -6042.0 As -Built Total: 190.0 -6061.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 3001.0 14.31 42944.3 3001.0 14.31 42944.3 Summer Base Points: 58748.4 Summer As -Built Points: 73429.4 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 42000 btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 73429 0.58 (1.09 x 1.150 x 0.95) 0.244 1.000 11770.3 (sys 2: Central Unit 30000 btuh ,SEER/EFF(14.5) Ducts:Unc(S),Unc(R),Int(AH),R6.0(INS) 73429 0.42 (1.09 x 1.150 x 0.85) 0.235 1.000 8117.4 58748.4 0.4266 25062.1 73429.4 1.00 1.128 0.240 1.000 19881.8 EnergyGaugel DCA Form 60OA-2004 EnergyGauge®/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 3001.0 5.86 3165.5 Single, Clear N 1.0 26.0 28.0 15.07 1.00 421.7 Single, Clear W 1.0 16.0 39.0 13.25 1.00 516.5 Single, Clear W 1.0 16.0 39.0 13.25 1.00 516.5 Single, Clear W 8.0 17.0 36.0 13.25 1.04 496.0 Single, Clear W 1.0 11.5 8.0 13.25 1.00 105.9 Single, Clear S 1.0 4.0 7.0 9.90 1.05 72.8 Single, Clear S 1.0 20.0 39.0 9.90 1.00 385.1 Single, Clear E 1.0 18.0 44.0 12.37 1.00 545.6 Single, Clear E 1.0 18.0 88.0 12.37 1.00 1091.2 Single, Clear E 1.0 17.0 18.0 12.37 1.00 223.2 Single, Clear N 1.0 23.0 23.0 15.07 1.00 346.4 Single, Clear E 1.0 14.0 7.0 12.37 1.00 86.8 Single, Clear W 5.0 8.0 36.0 13.25 1.06 504.8 Single, Clear W 5.0 6.0 20.0 13.25 1.08 285.1 Single, Clear W 5.0 8.0 36.0 13.25 1.06 504.8 Single, Clear S 1.0 10.0 5.0 9.90 1.00 49.3 Single, Clear S 1.0 8.0 16.0 9.90 1.00 157.9 Single, Clear E 1.0 5.0 16.0 12.37 1.01 200.3 Single, Clear E 5.0 8.0 14.0 12.37 1.09 188.5 Single, Clear _ E 5.0 8.0 36.0 12.37 1.09 484.8 Single, Clear E 1.0 4.0 6.0 12.37 1.02 75.6 Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.6 As -Built Total: 581.0 7508.3 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 227.0 1.80 408.6 Concrete, Int Insul, Exterior 4.1 1165.2 3.31 3851.0 Exterior 2314.2 2.00 4628.4 Frame, Wood, Adjacent 11.0 227.0 1.80 408.6 Frame, Wood, Exterior 11.0 1149.0 2.00 2298.0 Base Total: 2541.2 5037.0 As -Built Total: 2541.2 6557.6 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Insulated 18.0 4.00 72.0 Exterior 0.0 0.00 0.0 Base Total: 18.0 72.0 As -Built Total: 18.0 72.0 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1566.0 0.64 1002.2 Under Attic 30.0 1566.0 0.64 X 1.00 1002.2 Under Attic 30.0 55.0 0.64 X 1.00 35.2 Base Total: 1566.0 1002.2 As -Built Total: 1621.0 1037.4 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 190.0(p) -1.9 -361.0 Slab -On -Grade Edge Insulation 0.0 190.0(p 2.50 475.0 Raised 0.0 0.00 0.0 Base Total: -361.0 As -Built Total: 190.0 475.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 3001.0 -0.28 -840.3 3001.0 -0.28 -840.3 Winter Base Points: 8075.4 Winter As -Built Points: 14810.1 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 42000 btuh ,EFF(7.7) Ducts: Unc(S),Unc(R),Gar(AH),R6.0 14810.1 0.583 (1.078 x 1.160 x 0.95) 0.443 1.000 4367.1 (sys 2: Electric Heat Pump 30000 btuh ,EFF(8.2) Ducts: Unc(S),Unc(R),Int(AH),R6.0 14810.1 0.417 (1.078 x 1.160 x 0.87) 0.416 1.000 2929.1 8075.4 0.6274 5066.5 14810.1 1.00 1.140 0.432 1.000 7289.2 EnergyGauge'" DCA Form 60OA-2004 EnergyGaugeO/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 5 2460.00 12300.0 50.0 0.90 5 1.00 2514.67 1.00 12573.3 As -Built Total: 12573.3 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 25062 5067 12300 42429 1 19882 7289 12573 39744 PASS y��oF {HE STAT�0 10, J. OD WE EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , RA-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST PERMIT #: COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Mufti -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. nn Turn nnCG�/+�rr!bTr"IC all aAcr 1OC42 /rn..c♦ kft mn1 nr ov-peded by all rPsrdenCPs_1 CHECK COMPONENTS SECTION REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked circ 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 efficienc of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1 607.1 1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge) DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 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 5 - 5. Is this a worst case? Yes - 6. Conditioned floor area (ft=) 3001 t - 7. Glass type) and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7f(Sngle Default) 581.0 ft' - b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 581.0 ft' - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 190.0(p) ft - b. N/A - c. N/A - 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1165.2 ft' - b. Frame, Wood. Adjacent R=11.0, 227.0 ft' - c. Frame, Wood, Exterior R=11.0, 1149.0 ft' - d. N/A - e. N/A - 10. Ceiling types a. Under Attic R=30.0, 1566.0 ft' - b. Under Attic R=30.0, 55.0 ft' - c. N/A - I1. Ducts a. Sup: Unc. Rct: Unc. AH(Sealed):Garage 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: 42.0 kBtu/hr - SEER:14.00 _ Cap: 30.0 kBtu/hr - SEER: 14.50 Cap: 42.0 kBtu/hr - HSPF:7.70 _ Cap: 30.0 kBtu/hr - HSPF: 8.20 Cap: 50.0 gallons - EF: 0.90 p1 THE ST.4 !. no, Cd - tR61' � *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergvStJP 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 3 211638-1492 or see the Energy Gauge web site at wxnv .sec. 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,EnergyGauge@ (Version: FLRCSt34 av4.0) PROJECT SUMMARY Entire House { DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746-62M Phone: (407) 831-2665 Project• • For: ENGLE HOMES Notes: RVSD 8-31-05 BY EJH CHANGED TO LENNOX EQUIPMENT Design • • Weather: Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 93 °F Inside db 70 °F Inside db 75 'F Design TD 32 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 43 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 55233 Btuh Structure 49452 Btuh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 °F Design heat load 55233 Btuh Use mfg. data y Rate/swing multiplier 1.00 Infiltration Total sens. equip. load 49452 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Fireplaces Average 0 Internal gains 1610 Btuh Ventilation 0 Btuh Heating Cooling Infiltration 5656 7266 Btuh Btuh Area (ftz) 3001 3001 Total latent equip. load Volume (ft') 28768 28768 Air changes/hour Equiv. AVF (cfm) 0.70 0.40 336 192 Total equipment load Req. total capacity at 0.70 SHR 56718 5.9 Btuh ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a Coil n/a Efficiency Heating input n/a Efficiency Sensible cooling 0 n/a Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0.000 cfm/Btuh Air flow factor 0.000 cfm/Btuh Static pressure 0.00 in H2O Static pressure 0.00 in H2O Space thermostat n/a Load sensible heat ratio 0 % Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrjghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACCA E:1FilesIENGLE20021SantsBarbara30061SantaBarbara30011SantaBarbara3001.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House g DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 10g COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831.2665 Procedure A - Winter Infiltration HTM Calculation` 1. Winter infiltration AVF 0.70 ach x 28768 ft' 2. Winter infiltration load 1.1 x 336 cfm x 32 3. Winter infiltration HTM 11814 Btuh / 599 ft' x 0.0167 = 336 cfm Isolated zones = 0 cfm Total = 336 cfm °F Winter TD = 11814 Btuh Total window = 19.7 Btuh/ft' and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 28768 ft' 2. Summer infiltration load 1.1 x 192 cfm x 18 3. Summer infiltration HTM 3797 Btuh / 599 ft' x 0.0167 = 192 cfm Isolated zones = 0 cfm Total = 192 cfm °F Summer TD = 3797 Btuh Total window = 6.3 Btuh/ft' and door area Procedure C - Latent Infiltration Gain 0.68 x 43 gr/lb moist.diff. x 192 cfm = 5656 Btuh Procedure D - Equipment 5lzing Loaos 1. Sensible sizing load Sensible ventilation load 1.1 x 75 cfm vent. x 18 °F Summer TD = 0 Btuh Sensible load for structure (Line 19) + 49452 Btuh Sum of ventilation and structure loads = 49452 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing load - sensible = 49452 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 75 cfm vent. x 43 gr/lb moist.diff. = 0 Btuh Internal loads = 230 Btuh x 7 people + 1610 Btuh Infiltration load from Procedure C + 5656 Btuh Equipment sizing load - latent = 7266 Btuh 'Construction Quality is: a No. of Fireplaces is: 0 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrjghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACCA E:\FilesIENGLE2002\SantaBarbara3006\SantaBarbara3001%SantaBarbara3001.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET. LAKE MARY, FL 32746.6206 Phone: (407) 631-2665 Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd J: 7th Ed. Name of root Enure House ZONE 1 ZONE 2 1 J4MANUAL 2 Length of exposed wal 326.0 ft 159.0 ft 167.0 ft 3 Room dinerlsions Ceings Condit.Option 8.8 ft 1tteatl000l d 9.4 fti heaVCaol d o 8.1 ft heaVcool d o TYPE OF CST HfM Area Load (Btuh) Area Load (Btuh) Area Load (Bluh) Cg Area Htg Clg E>�OSURE NO. Htg Clg (ft� Htg CI9 (� �9 Cig W ) Htg 5 Gross a 14B 4.6 2.1 1250 '•• ••• 1250 "" - - 0 0 - •••• .... •.- Exposed b 13C 3.2 1.2 2,* •••• •'•' 245 0 '••' ,•• 1354 •"• ... «» •--• welts and c 12C 2.9 1.9 1354 •" 0 •••• .... .... .... partitions d 0.0 0.0 0 •"' 0 .«. �• „_ ''• •'•• 0 "•• f0.0 0.0 0 "'• 0 6 Wridows and a 1C 37.0 287 10608 ••'• 190 7022 •" 97 3585 •"' '•' .... glass doors Heating b BC C 9C 37.0 38.7 •• •• 0 294 0 113B4 •'•' "•• 0 186 0 7202 ••" ••" 0 108 0 4182 •"• •„ ... d 0.0 •• 0 0 •"' •"• 0 0 "'• "•' 0 0 0 0 •••• e 0.0 •• 0 0 •"• 0 0 0 ". 0 0 .... f 0.0 •• 0 0 0 7 Wnclows and North 21.7 135 '•' 2914 46 •••• •••' 938 89 0 "•• ••'• 1975 0 .�. glass doors Coofing NEMW ENV 0.0 59.3 0 396 '•" •"' 0 23466 0 279 '••• 0 16630 117 •"' ... 6836 - - SE/SW South 0.0 30.4 0 51 '••• "•• 0 1550 0 51 ••" •'•• 0 1550 0 0 "• 0 0 - •••• Flom 0.0 0 0 0 •"• 0 0 •" 8 Outer doors a 11A 18.9 12.7 18 340 229 18 340 229 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 9 Net a 14B 4.6 2.1 874 4026 1799 874 4026 1799 0 0 0 0 0 exposed b 13C 3.2 1.2 227 715 256 227 715 266 0 walls and c 12C 2.9 1.9 1149 3309 2234 0 0 0 1149 3309 0 2234 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a f 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 10 Cellirlgs a 16G 1.1 1.4 1566 1654 2170 0 0 0 1566 55 1654 58 2170 76 b 16G 1.1 1.4 55 58 76 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d e 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 01 0 0 0 0 11 Floors a 22A 25.9 0.0 159 4121 0 159 4121 0 0 0 0 0 0 0 (Note: mom b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter is displ. c d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 12 Infiltration a 1 19.7 6.3 599 11814 3797 394 7771 2498 205 4043 1300 13 Subtotalloss=6+8.+11+12 '••• 48029 - •" 31198 - 16931 0 �. Less external heating "" '• • 0 , • 0 0 .. ... 0 .- -- Less transfer 0 _ ••„ 0 .. »•- Heating redistribution 151/ 7204 _ •" 15% 4680 •••• 15% 252 •••' °/ ... 14 Duct loss •"' - 35877 ... ... 19356 - �•- ••- 15 Total loss = 13+14 55233 16 Int. gains: People @ 300 7 - 2100 5 •••• - 1500 2400 2 0 •••• 600 0 Appl. @ 1200 2 •••• 2400 2 ••• - 27810 15191 17 Subtot RSH gairr-7+8_+12+16 43002 ... 0 ... .... Less external cooling ' " '•••_ 0 0 - 0 0 ... 0 - •-•- Less transfer • " .� _ 0 ... ,.•• 0 ... .... Coding redistribution 151 •••• 0 6450 159/ - 4172 150/ ... - 2279 °/ 18 19 Duct gain Total RSH gain=(17+18)•PLF 1.00 •••• 49452 1.00 - 31982 1.00 • '1 17470 1000 ••• ... ZO Air required (Cfm) ••'• 2400 2400 1400 1400 1000 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr-scjHtsoft Right -Suite Residential 5.5.17 RSR26014 2006•Feb-21 08:39:02 '�� E:1FileskENGLE2002LSantaaarbara3006L%antaBarbara30011SantaBarbara3001.rsr Page 1 PROJECT SUMMARY ;, � � ZONE 1 Job: SANTA BARBARA (II & DEL AIR HEATING,AIR CONDITIONING,R 111) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 3274"206 Phone: (407) 831-2665 Project• • For: ENGLE HOMES Notes: RVSD 8-31-05 BY EJH CHANGED TO LENNOX EQUIPMENT Desiqn Information Weather: Orlando AP, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Building heat loss 35877 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 35877 Btuh Infiltration Method Construction quality Fireplaces Simplified Average Heals g Co 16N Area (ft2) 06 0� Volume (f:3) 16083 16083 Air Changes/hour 0.82 0.47 Equiv. AVF (cfm) 221 126 Heating Equipment Summary Make LENNOX Trade Model Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 7.7 HSPF 0 Btuh @ 47°F 0 OF 1400 cfm 0.039 cfm/Btuh 0.30 in H2O Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 31982 Btuh Ventilation 495 Btuh Design temperature swing 3.0 OF Use mfg. data y Rate/swing multiplier 1.00 Total sens. equip. load 32477 Btuh Latent Cooling Equipment Load Sizing Internal gains 1150 Btuh Ventilation 737 Btuh Infiltration 3720 Btuh Total latent equip. load 5607 Btuh Total equipment load 38084 Btuh Req. total capacity at 0.80 SHR 3.4 ton Cooling Equipment Summary Make LENNOX Trade Cond Coil Efficiency 14 EER Sensible cooling 33200 Btuh Latent cooling 8300 Btuh Total cooling 41500 Btuh Actual air flow 1400 cfm Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 85 % Boldltalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. 0 r-jgjHtSC>ft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACCIa Page 2 E:1FilesIENGLE2002L,antaBerbara3006\SantsBarbara3001\SantsBarbara3001.rsr RIGHT-J CALCULATION PROCEDURES A, B, C, D ZONE 1 0DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & III) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Drnrnrlum A - %AfintPr Infiltration HTM Calculation' 1. Winter infiltration AVF 0.82 ach x 16083 ft' x 0.0167 = 221 cfm 2. Winter infiltration load 1.1 x 221 cfm x 32 °F Winter TID = 7771 Btuh 3. Winter infiltration HTM 7771 Btuh / 394 ft2 Total window = 19.7 Btuh/ft2 and door area D rr.wn 4 rrn R - Co rmmar Infiltration HTM Calculation 1. Summer infiltration AVF 0.47 ach x 16083 ft' x 0.0167 = 126 cfm 2. Summer infiltration load 1.1 x 126 cfm x 18 °F Summer TD = 2498 Btuh 3. Summer infiltration HTM 2498 Btuh / 394 ft2 Total window = 6.3 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x43 gr/lb moist.diff. x 126 cfm = 3720 Btuh Procedure D - Equipment sizing Loaas 1. Sensible sizing load Sensible ventilation load 1.1 x 25 cfm vent. x 18 °F Summer TD = 495 Btuh Sensible load for structure (Line 19) + 31982 Btuh Sum of ventilation and structure loads = 32477 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing load - sensible = 32477 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 25 cfm vent. x 43 gr/lb moist.diff. = 737 Btuh Internal loads = 230 Btuh x 5 people + 1150 Btuh Infiltration load from Procedure C + 3720 Btuh Equipment sizing load - latent = 5607 Btuh "Construction Quality is: a No. of Fireplaces is: 0 BoldAtalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. vrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 i1CCF E:kFilesIENGLE20021SantaBarbara30061Santsaarbera3001lSantaaarbara3001.rsr Page 2 Duct System Summary ZONE 1 WV DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 3274"206 Phone: (407) 831-2665 Project• • For: ENGLE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.381 in/100ft 1400 cfm 63 ft Supply Branch Detail Table Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.381 in/100ft 1400 cfm Name Design (Btuh) Htg I (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk LIVING h 6242 244 191 0.381 8 Ox 0 VIFx 63.0 0.0 2 FOYER/DINING c 8126 273 356 2.000 10 Ox 0 VIFx 12.0 0.0 LAUN h 1631 64 52 3.429 5 Ox 0 VIFx 7.0 0.0 KITCHEN h 2489 97 96 2.000 6 Ox 0 VIFx 12.0 0.0 NOOK h 6732 263 199 0.960 9 Ox 0 VIFx 25.0 0.0 FAMILY -A c 4511 162 197 0.800 8 Ox 0 VIFx 30.0 0.0 1 FAMILY c 4511 162 197 0.667 8 Ox 0 VIFx 36.0 0.0 1 LIBRARY/BDRM5 h 2572 100 85 0.429 6 Ox 0 VIFx 56.0 0.0 2 BATH3 h 897 35 27 0.421 4 Ox 0 VIFx 57.0 0.0 2 _---- _—Su-pply-Trunk-Detail-Table-- --- - ----- -- Trunk Htg Cig Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 324 395 0.667 503 12 0 x 0 VinlFlx 2 Peak AVF 379 303 0.381 695 10 0 x 0 VinlFlx ,� wnghtsoft Right -Suite Residential5.5.17 RSR26014 2006-Feb-21 08:38:36 ACCA E:1FilesIENGLE20021SantaBarbara30061SantaBarbare30011SantaBarbara3001.rsr Page 1 DUCT TREE DIAGRAM ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & $1 III) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY, FL 3274"206 Phone: (407) 831-2665 Project• • For: ENGLE HOMES HEP EWBg CO© aGg External SJift um: 0.30 in H2O 0.30 in H2O Pressure I 0.06 in H2O 0.06 in H2O Available Sb it m: 0.24 in H2O 0.24 in H2O Sdpjirbn/I aft.n available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O AaWaWdtEbon rate 0.381 in/100ft 0.381 in/100ft Actual airflow 1400 cfm 1400 cfm Total Effective begg#tlh(TE14): 63 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM FAMILY -A —197. 1 394. — FAMILY ---197. LIVING --- 191. LIBRARY/BD —84. BATH3 —26. FOYER/DINI —355. < NO TRUNK LAUN --51. < —NO TRUNK - KITCHEN 95. — < —NO TRUNK NOOK —198. < —NO TRUNK RETURN TRUNKS AND BRANCHES 302. ,:�, wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006.Feb-21 08:38:36 ACCa E:T-ilea%ENGLE2002lSantaBarbara3006%SantaBarbara3001lSantaBarbere3001.rsr Page 1 RIGHT-J WORKSHEET ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) a31-2665 1 MANUAL 17th Ed. Name of room ZONE 1 LMNG FOYERDINING LAUN Z Length of exposed wal 159.0 ft 28.0 ft 13.0 x 16.0 ft 26.0 ft 18.0 x 14.0 ft 17.0 ft 16.0 x 8.0 ft 3 4 Room drnersions Ceings Condit. Option 9.4 ft heaV000l d n 9.4 Itheat/cool 9.4 ft heaVcool 9.4 ft heaV0001 TYPE OF CST Fr Aran Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) DQPOSURE I NO. Htg Clg (fF) Htg I Clg (it) Ht9 I C19 (e) Ht9 G9 (ft7 m9 Cig 5 Gross a 14B 4.6 2.1 1250 - - 263 "'- - 178 "'- 7 .�. .... Exposed b 13C 3.2 1.2 245 - - 0 - .... "" .... 6 - - 85 o �--- wafts and c 12C 2.9 1.9 0 0 0 ,.. partitions d 0.0 0.0 0 "" .. 0 0 0 0 "'. e 0.0 0.0 0 0 0 "" 0 ... .... f 0.0 0.0 0 0 6 Windows and a 1C 37.0 - 190 7(Yn 67 2476 47 1737 7 259 glass doors b 8C 37.0 " - 0 0 0 0 0 0 "" 0 36 0 1394 "" 0 0 0 0 Heating c 9C 38.7 186 7-M "" 0 0 0 0 d 0.0 0.0 " " 0 0 0 0 0 0 0 0 0 0 0 0 e f 0.0 " 0 0 0 0 "" 0 0 "" 0 0 7 VM dDws and North 20.4 46 938 0 0 0 "" "" 0 0 7 0 143 0 glass doors Cooling NENW ENV 0.0 59.6 0 Z79 0 16630 0 39 0 2122 0 83 5967 0 0 SEISW 0.0 0 0 0 0 0 "" ""' 0 0 0 0 0 0 South 30.4 51 "" 1550 m "" 851 0 0 0 0 0 "" 0 Ho¢ 0.0 0 0 0 B Other doors a 11A 18.9 12.7 111 310 229 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 9 Net a 1Q 4.6 2.1 874 4026 1799 196 904 404 95 438 196 313 268 140 99 exposed b 13C 3.2 1.2 2Z7 715 2C6 0 0 0 66 208 7785 wafts and c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 par6tbns d 0.0 o.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 b 16G 1.1 1.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 159 4121 0 28 726 0 26 674 0 17 0 441 0 0 0 (Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter is displ. c d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 for stab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 121 Infiltration a 1 19.71 6.3 394 7771 2498 67 1321 425 83 1637 526 7 1381 44 13 Subtotalloss=6+8.+11+12 31198 - 542E 6088 1419 0 Less external heating 0 µ' .�. 0 0 ... ... 0 0 .... ^, 0 Less transfer 0 •» »•• •• 0 •••• 14 Heating redistribution Duct loss .�.15% 0 4680 • • »•• 150/ 0 814 15% 0 913 1511. 213 15 Total loss = 13+14 35877 6242 7001 1631 16 Int gains: People @ 300 5 1500 0 - 0 1 - - 300 0 0 1 0 600 17 Appl. @ 1200 Subtot RSH gain=7+8. +12+16 2 "" 2400 27810 0 0 .... 0 - 70Era .... ... 1027 Less external coding "" "" 0 .... ,,,, p ,,, .,, ... «.. 0 Less transfer ....15% 18 Cooling redistribution Duct gain 15°/ "'- 0 4172 570 150/ .... - 10 1 ...- .... 15low5°/ 19 Total RSH gain (17+18)'PLF 1.00 - 31982 1.00 �-- "' 4372 1.00 -�-� 273 8125 356 1.00 -�-� 6a 1181 sz 20 Air required (Cfm) �--- 1400 1400 z44 1s1 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrrrght50FC Right -Suite Residential5.5.17RSR26014 2006-Feb-2108:39:02 E:1FilesIENGLE20021SantaBarbara30061SantaBarbara30011,SantaBarbara3001.rsr Page 2 RIGHT-J WORKSHEET ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831.2665 MANUAL J: 71h Ed. FOTCHEN NOCK FAMILY UBRARYIBDI MS 1 2 Nanne of room of exposed wall 24.0 ft ft 21.0 ft 11.0 x 11.0 ft 22.0 ft 22.0 x 22.0 ft 15.0 ft 14.0 x 15.0 ft 3 4 Room dmensiorns Ceilings Condit Option 14.0 x 16.0 9.4 ft heaU000l 9.4 ft tleaticool 9.4 It tneaUmol 9.4 ft heaVcoo1 TYPE OF CST HfM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btt6n) Htg CIJ E>FOSURE NO. Htg Clg (W) Htg Clg W) Htg I CIg W) Htg Clg (ft') I 5 Gross a 148 4.6 2.1 132 197 "" "" W7 .. 141 0 "" .... Exposed b 13C 3.2 12 94 "" .. 0 '�'� .�. 0 0 ... ,, 0 .... ... walls and c 12C 2.9 1.9 0 "" 0 .... 0 .... ,,, 0 .� ,,. partitions d 0.0 0.0 0 "" "" "" 0 0 ---� 0 0 .... ... e 0.0 0.0 0 "" '..' 0 "" ,, 0 .... f0.0 0.0 0 0 6 Windows and a 1C 37.0 " 0 0 "" 39 1441 "" "" 0 0 "" 0 850 0 ... glass doors b 8C 37.0 0 0 0 0Heating "" 0 44 0 1704 _ 0 106 0 4104 "" 0 0 C 9C d 38.7 0.0 0 0 0 0 - 0 0 0 0 e 0.0 0 0 0 0 "" 0 0 "" - 0 0 0 0 f 0.0 0 0 "" 0 01 0 0 7 Windows and North 20.4 0 "" 0 39 "" 796 0 "" 0 0 0 0 "" "" 0 0 glass doors Coding NEM ENV 0.0 59.6 0 0 0 0 0 44 0 2394 0 106 "" 5766 0 "" 0 SE/SW 0.0 0 0 0 "" 0 0 0 0 "" 0 0 0 23 �9 South 30.4 0 "" 0 0 0 0 0 "" 0 0 "" 0 Hoe 0.0 0 0 8 Other doors a 11A 18.9 12.7 18 340 229 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 1 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0.0 0.0 0 0 0 9 No a 14B 4.6 2.1 132 608 272 114 527 236 101 464 208 118 0 544 0 243 0 exposed b 13C 3.2 1.2 76 239 89 0 0 0 0 0 0 0 0 0 0 walls and c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 b 16G 1.1 1.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 11 FI=s a 22A 25.9 0.0 24 622 0 21 544 0 22 570 0 1 0 389 0 0 0 (Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter is displ. C d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 12 Infiltration a 19.7 6.3 18 355 114 83 1637 526 106 2091 672 23 454 146 13 Subtotal bs�6+8_+11+12 "" 2165 "" "" "" WA "" --- 7230 0 ,,,, 2236 0 .. . Less extemal heating 0 "" ... p 0 .... 0 _ .. 0 .... Less transfer 0 "" "" ... 0 ... ... 0 .... Heating redistnbubon 15% 0 325 "'- 15°/ 0 878 "" 1084 --. 335 14 15 Duct loss Total loss = 13+14 2489 - - 6732 "" ...15% 8314 "'- -15/1 2572 16 Int. gains: People @ 300 0 - 0 0 - 0 0 4 0 - - 1200 0 0 1 "" "" 0 6fb Appl. 1200 1 "" "" 1200 1� 0- �'�' - �i1 - ... 7W � '^ 1688 17 Subtot RSH gain=7+8. +12+16 »» »-- ,.,. 0 "" ,,.. 0 0 Less extemal cooling ... 0 ... ... 0 .... «« 0 Less transfer 0 0 ,,,, ,,, 0 .. .... 0 Coding redistribution 159/ �. 0 286 o 15 / - 593 u 15 / ... - 1177 15°/ .... 253 18 19 Dud gain Total RSH gain=(17+18)-PLF 1.00 "" 21 1.00 1.l)0 .... 1.00 �. ... 100 194� 20 Air required (mil -" 97 961 .... 263 145� 324 395 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�ghtsOR Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 At& E:WilesIENGLE20021SantaBarbare3ooSSantaBorbara3001LSantaBarbara3001.rsr Page 3 RIGHT-J WORKSHEET ZONE 1 � DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 8III) 3rvs � 08.13.03vsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANUAL J: 71h Ed. 1 Name of room BATE-G 2 Length of exposed wall 6.0 ft 3 Room dFnensionss 6.0 x 14.0 ft 4 Cellngs Condit Option 9.4 ft heat/cool TYPE OF I CST mm Area Load (Btuh) Area Area Htg Clg Area Htg CkJ D�OSURE NO. Fttg Clg (ft� Ht Clg g Htg CIg 5 Gross a 14B 4.6 2.1 56 Exposed b 13C 3.2 1.2 0 ._. .... .... .... .... walls and c 12C 2.9 1.9 0 .... partitions d 0.0 0.0 0...- e 0.0 0.0 0 If 0.0 0.0 0 6 Widows and a 1C 37.0 " 7 259 glass doors b SC 37.0 - 0 0 Heating c 9C 38.7 - 0 0 d 0.0 0 0 e 0.0 0 0 If 0.0 01 0 7 Wrxlo+vsand North 20.4 0 "" 0 glass doors NEM 0.0 0 "" 0 Cooling E/W 59.6 7 381 SE/SW 0.0 0 "" 0 South 30.4 0 "" 0 Horz 0.0 0 "' 0 8 Other doors a 11A 18.9 12.7 0 0 0 b 11A 18.9 12.7 0 0 0 c 0.0 0.0 0 0 0 9 Net a 14B 4.6 2.1 49 228 102 exposed b 13C 3.2 1.2 0 0 0 walls and c 12C 2.9 1.9 0 0 0 partitions d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 0 10 Ceflulgs a 16G 1.1 1.4 0 0 0 b 16G 1.1 1.4 0 0 0 c 0.0 0.0 0 0 0 d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 01 0 0 11 Floors a 22A 25.9 0.0 6 156 0 (Note: room b 0.0 0.0 0 0 0 pervneter c 0.0 0.0 0 0 0 is displ. d 0.0 0.0 0 0 0 for slab a 0.0 0.0 0 0 0 floors) f 0.0 0.0 0 0 0 12 Infitation a 19.7 6.3 71 138 44 13 Subtotal loss=6+8.+11+12 780 Less extemal heating 0 Less transfer "" 0 ... ,,, ... ... .-.. _ 0 "" .... °/ 14 Duct loss 159/ 117 15 Total loss = 13+14 16 Int. gains: People @ 300 0 0 Appl. @ 12DO 0 "" 0 17 Subtot RSH gain=7+8. +12+16 "" 527 Less external cod ng 0 Less transfer 0 .... .... . . Cooling redistribution 70 .... °/ _ ... .... °/ ... °/ . . 18 Duct gain 15°/ „„ .. 19 Total RSH gan={17+18)'PLF 1.00 606 20 Air required (dm) "" 35 27 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrrrg ht50t i'Right-Suite Residential 5.5.17 RSR26014 2006Feb 21 0Page 4 �- ` E:1FilesIENGLE20021SantaBarbarn30061SantaBarbara30011SantaBarbara3001.rsr ege 4 PROJECT SUMMARY ZONE 2 Job: SANTA BARBARA (II & DEL AIR HEATING,AIR CONDITIONING,R III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746-62M Phone: (407) 831-2665 Project• • For: ENGLE HOMES Notes: RVSD 8-31-05 BY EJH CHANGED TO LENNOX EQUIPMENT Design Information Weather: Orlando —AP, FL, US Winter Design Conditions Outside db Inside db Design TD Heating Summary Summer Design Conditions 38 °F Outside db 70 °F Inside db 32 °F Design TD Daily range Relative humidity Moisture difference Building heat loss 19356 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 19356 Btuh Infiltration Method Construction quality Fireplaces Simplified Average Hea1395 in Co olin Area (ft2) 1395 Volume (ft3) 12685 12685 Air changes/hour 0.54 0.31 Equiv. AVF (cfm) 115 66 Heating Equipment Summary Make LENNOX Trade Model Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.2 HSPF 0 Btuh @ 47°F 1000 cfm 0.052 cfm/Btuh 0.30 in H2O 93 °F 75 °F 18 °F M 50 % 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 17470 Btuh Ventilation 990 Btuh Design temperature swing 3.0 °F Use mfg. data y Rate/swing multiplier 1.00 Total Sens. equip. load 18460 Btuh Latent Cooling Equipment Load Sizing Internal gains 460 Btuh Ventilation 1474 Btuh Infiltration 1936 Btuh Total latent equip. load 3870 Btuh Total equipment load 22330 Btuh Req. total capacity at 0.80 SHR 1.9 ton Cooling Equipment Summary Make LENNOX Trade Cond Coil Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio Boldlitalic values have been manually oveMdden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. 14.5 EER 23200 Btuh 5800 Btuh 29000 Btuh 1000 cfm 0.057 cfm/Btuh 0.30 in H2O 83 % GQ wrighitsoft Right -Suite Residential 5.5.17 RSR26014 N� PrW� ACC 1. E:1FilesIENGLE2002ZantaBarbara30061SantaBarbara30011SantaBarbara3001.rsr PO OC Page 3 �x RIGHT-J CALCULATION PROCEDURES A, B, C, D 0 ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation' 1. Winter infiltration AVF 0.54 ach x 12685 ft3 x 0.0167 = 2. Winter infiltration load 1.1 x 115 cfm 3. Winter infiltration HTM 4043 Btuh / 205 x 32 °F Winter TD = ft2 Total window = and door area Procedure B - Summer Infiltration HTM Calculation 115 cfm 4043 Btuh 19.7 Btuh/ft2 1. Summer infiltration AVF 0.31 ach x 12685 ft3 x 0.0167 = 66 cfm 2. Summer infiltration load 1.1 x 66 cfm x 18 °F Summer TD = 1300 Btuh 3. Summer infiltration HTM 1300 Btuh / 205 ft2 Total window = 6.3 Btuh lft� and door area Procedure C - Latent Infiltration Gain 0.68 x 43 gr/lb moist.diff. x 66 cfm = 1936 Btuh Procedure D - Lqulpment Sizing Loaas 1. Sensible sizing load Sensible ventilation load 1.1 x 50 cfm vent. x 18 °F Summer TD = 990 Btuh Sensible load for structure (Line 19) + 17470 Btuh Sum of ventilation and structure loads = 18460 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing load - sensible = 18460 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 50 cfm vent. x 43 gr/lb moist.diff. = 1474 Btuh Internal loads = 230 Btuh x 2 people + 460 Btuh Infiltration load from Procedure C + 1936 Btuh Equipment sizing load - latent = 3870 Btuh "Construction Quality is: a No. of Fireplaces is: 0 Boldltalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr7ghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACCA E:1FilesIENGLE20021SantaBarbara3006%SantsBarbara3001\SantaBarbara3001.rsr Page 3 Duct System Summary ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 Project• • For: ENGLE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.774 in/100ft 1000 cfm 31 ft Supply Branch Detail Table Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.12 / 0.12 in H2O 0.774 in/100ft 1000 cfm Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BDRM2 h 3442 178 158 0.889 7 Ox 0 VIFx 27.0 0.0 2 UP-FOY c 1599 82 92 1.091 5 Ox 0 VIFx 22.0 0.0 2 BDRM4 h 3288 170 151 0.923 7 Ox 0 VIFx 26.0 0.0 MSTR.BTH h 3901 202 191 0.774 8 Ox 0 VIFx 31.0 0.0 1 MSTR.BR c 4191 215 240 1.091 8 Ox 0 VIFx 22.0 0.0 1 BATH2 c 687 34 39 0.923 4 Ox 0 VIFx 26.0 0.0 2 BDRM3 c 2269 120 1. 130 0.800 6 Ox 0 VIFx 30.0 0.0 2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type (Cfm) (cfm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 830 849 0.774 546 16 16 x 14 VinlFlx 2 Peak AVF 414 418 0.800 533 12 0 x 0 VinlFlx 1 wnghltsoft Right -Suite Residential 5.5.17 RSR26014 2o06Feb-21 08:38:36 , C.CA E:iFiles\ENGLE20021SantaBarbara30061SantaBarbara30011SantaBarbara3001.rsr Page 2 DUCT TREE DIAGRAM ZONE 2 0DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746.6206 Phone: (407) 831-2665 Project• • For. ENGLE HOMES HEN&HIBg CO©1musg External Slaffinrm: 0.30 in H2O 0.30 in H2O Pressure l 0.06 in H2O 0.06 in H2O Available SUt lRemmm: 0.24 in H2O 0.24 in H2O Sdip#pl%tern available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O AchaoWdition rate 0.774 in/100ft 0.774 in/100ft Actual air flow 1000 Cfm 1000 cfm Total Eve leeg#hfffffi}): 31 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM MSTR.BTH —190. 1 849. MSTR.BR —239. BDRM2 —157. 2 418. — UP-FOY —91. BATH2 —39. BDRM3 BDRM4 —150. — < —NO TRUNK RETURN TRUNKS AND BRANCHES ti vvnght50ft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:38:36 , CCI{ E:\FilesIENGLE2002lSantaaarbara3006tSantaBorbara30011SantaBarbara3001.rsr Page 2 RIGHT-J WORKSHEET ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 J: 7th Ed. 1 Name of roan ZONE 2 BDRM2 UP-FOY BDRM4 j4MANUAL 2 L&Vth of exposed wal 167.0 ft 32.0 ft 7.0 ft 27.0 ft 3 Room dirnermoris 18.0 x 13.0 ft 7.0 x 18.0 ft 12.0 x 18.0 ft Ceirgs Condit. Option 8.1 ft heaV000l d n 8.1 ft heaV000l 8.1 ft I heall ool 8.1 It heaV000l TYPE OF CST HrM Area Load (Btuh) Area Load (Btuh) Area Load (Bnrh) Area Load (Btuh) EXPOSURE I NO. Htg Clg OF) Ht9 I C1g (ft'I Htg I Clg (fe) Htg C19 OF) Htg I Clg 5 Gross a 14B 4.6 2.1 0 "" 0 "" "" 0 "" "" 0 Exposed b 13C 3.2 1.2 0 "" 0 "" "" 0 "" 0 "'� .... walk and c 12C 2.9 1.9 1354 "" "" 2% "" "" 57 "" "" 219 partitions d 0.0 0.0 0 "" 0 "" "" 0 "" "" 0 e 0.0 0.0 0 "" 0 "" "" 0 "" "" 0 f 0.0 0.0 0 "" "" 0 "" "" 0 "" 0 6 Windows and a 1C 37.0 " 97 3585 "" 0 0 "" 20 739 "" 0 0 glass doors b 8C 37.0 " 0 0 0 0 "" 0 0 0 0 Heating c 9C 38.7 " 108 4182 36 1394 "" 0 0 36 1394 d 0.0 " 0 0 "" 0 0 "" 0 0 "" 0 0 e 0.0 " 0 0 "" 0 0 "" 0 0 "" 0 0 f 0.0 " 0 0 "" 0 0 "" 0 0 "" 0 0 7 Wildows and North 22.3 89 1975 16 "" 330 13 "" 370 1 330 glass doors NEMW 0.0 0 "" 0 0 "" 0 0 "" 0 0 0 Coding ENV 58.7 117 "" 6836 20 "" 1077 7 "" 647 20 077 SE/SW 0.0 0 0 0 0 0 "" 0 0 "" 0 Sous, 0.0 0 -- 0 0 ~~ 0 0' '- 0 0 --- 0 Fbrz 0.0 0 "" 0 0 "" 0 0 "" 0 0 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0 0 0 0 exposed b 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 0 walls and c 12C 2.9 1.9 1149 3309 2234 223 642 434 37 107 72 183 527 356 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 ceilings a 16G 1.1 1.4 1566 1654 2170 234 247 324 126 133 175 216 228 299 b 16G 1.1 1.4 55 58 76 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 0 0 0 (Notre: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 19.7 6.3 205 4043 1300 36 710 228 20 394 12736 710 228 13 Subtotal bss=6+8.+11+12 16a31 - "" 2993 1373 2859 Less extemal heating "" 0 "' -- 0 0 .� �. 0 0 ... Less transfer -- 0 - 0 0 14 Heating redrstnbution Duct loss 15% 2525 - �15% 449 150% 206 "" 15'/ 0 429 --- 15 Total foss = 13+14 "" 19356 - "" 3442 "" 1579 16 Inn gains: People Q 300 2 - 600 0 . 0 0 0 0 . . 0 0 17 Appl. 1200 Subtot RSH gain=7+8. +1 +16 @ 0 "" "" "" 0 15191 0 . "" 0 Z394 0 ... 0 1391 0 .... 2291 rnm Less exteal oll 1g "" ". 0 '" 0 .... .... ... 0 0 .... .... .... 0 0 Less transfer 0 0 18 Coding redistribution Dud gain "" 151/ "" - 0 2279 15% - 0 359 "" 15% "" - 0 209 "" 151/1 .... "" 0 344 19 Total RSH gdrR(17+18)-PLF 1.00 - 174M 1.00 - 2753 1.00 - 1599 1.00 im 2Fn5 151 20 Air required (dm) "" 1000 1000 "" 178 1581"" 82 921"" Printout certified by ACCA to meet all requirements of Manual J 7th Ed. W Ptf G,�htSOfC Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACC E:TilesIENGLE20021SantaBarbara30061SantaBarbara3001\SantaBarbara3001.rsr Page 5 RIGHT-J WORKSHEET f ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 & 111) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY. FL 32746.6206 Phone: (407) 831-2665 1 J: 7th Ed. Name of room MSTRBTH MSTRBR BATH2 BDRM3 j4MANUAL 2 Length of exposed wall 47.0 ft 12.0 x 24.0 ft 18.0 ft 18.0 x 20.0 ft 6.0 ft 6.0 x 18.0 ft 30.0 ft 13.0 x 18.0 ft 3 Room drrtersions Ce1ngs Condit. Option 8.1 It heal/cool 8.1 ft heaVcool 8.1 ft i heav000l 8.1 ft heatbool TYPE OF CST HTm Area Load (Btuh) Area load (Btuh) Area Load (Btuh) Area Load (Btuh) DPOSIJRE NO. Htg I Clg (ft2) Htg I Clg (fe) Htg C19 W) Ht9 I Cig () mg Cig 5 Gross a 14B 4.6 2.1 0 "" "" 0 "' "" 0 "" "" 0 Exposed b 13C 3.2 1.2 0 "" "" 0 "" "" 0 "" �"' 0 .... walls and c 12C 2.9 1.9 381 "" "" 146 "" "" 49 "" 243 partitions d 0.0 0.0 0 "" "'. ""' 0 "" ." "" .... 0 0 "" .". 0 0 e 0.0 0.0 0 0 ." ... '.' .. 0 ... f0.0 0.0 0 ".. ...' 0 0 6 Wrdo+vsand a 1C 37.0 - 37 1368 "" 14 517 "" 6 2C 739 glass doors b 8C 37.0 0 0 "" "" 0 0 "" "" 0 0 0 0 "" 0 0 0 0 Heating c 9C 38.7 0 0 36 1394 "" 0 0 d 0.0 0.0 0 0 0 0 "" 0 0 0 0 0 0 0 0 "" 0 0 e f 0.0 0 0 "" 0 0 "" 0 0 0 0 7 WPldoas and North 22.3 21 "" 42B 22 "" 516 0 "" "" 0 0 "" 0 0 glass doors Cooling NEMW ENV 0.0 58.7 0 16 0 870 0 28 "" "" 0 1750 0 6 "" 0 326 0 .� "" 1088 SE1SW 0.0 0 "" 0 0 "" "" 0 0 "" 0 0 0 0 "" 0 0 South 0.0 0 "" 0 0 "" 0 0 0 0 "" 0 0 0 Horz 0.0 0 0 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.0 12.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 exposed b 13C 3.2 1.2 0 0 0 0 0 0 walls and c 12C 2.9 1.9 344 991 689 96 276 187 43 124 84 223 642 434 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e f 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 288 304 399 360 380 499 108 114 150 234 247 324 b 16G 1.1 1.4 0 0 0 55 58 76 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter is displ. c d 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 121 Infiltration a 19.7 6.3 37 730 2351 50 9861 317 61 118 38 20 394 127 13 Subtotalbss=G6+8.+11+12 3392 "' "" 3612 578 2023 0 Less external heating 0 "" "" .. 0 .„ 0 0 .. .. 0 . . Less transfer .. 0 0 "" .. 0 14 Heating redistribution Duct loss "" 15% 0 509 "" 150/ 0 542 ,,,, 159/ 0 87 ..„ 303 ... 15 Total bss = 13+14 "" 3901 4154 "" 665 �15°/ 2326 ... 16 InL gains: People @ 300 1 300 1 - 300 0 0 0 0 0 0 0 17 1200 Subtot RSH gain=7+8..+12+16 0 "" .-. 0 2901 0 0 3645 _ 0 598 _ _ 1973 Less external mo6ng "" 0 ,,,, ,_, 0 0 ,,., ..,. 0 0 ..» .... 0 0 Less transferCool 0 , , ,,, 18 Duct g�an�ciistribution 15°/ 435 150/ _ - 547 159/ 90 15°/ .� 296 19 Total RSH gair (17+18)-PLF 1.00 3336 1.00 "" - 4191 1.00 "" .. 34 6117 39 "" 120 130 20 Air required (dm) - 202 191 215 . Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrrrghtsoR Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 A& E:1FilesIENGLE20021SantaBarbara30061SantaBarbara30011SantaBarbara3001.rsr Page 6 Ah RIGHT-J WINDOW DATA p DEL AIR HEATING,AIR CONDITIONING,R ANTA BARBARA (II & Job: SIII) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) a31-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R LIVING a n s a c n 0 d 1 1 90 1.0 1.0 20.0 6.0 30.4 28.0 0.0 a n e a c n 0 d 1 1 90 1.0 1.0 10.0 6.0 54.4 39.0 0.0 FOYER/DINING a n e a c n 0 d 1 1 90 1.0 1.0 10.0 6.0 54.4 39.0 0.0 a n e a c n 0 n 1 1 90 1.0 1.0 10.0 1.5 87.4 8.0 0.0 C n e a c n 0 n 1 1 90 1.0 8.0 10.0 7.0 87.4 36.0 0.0 LAUN a n n a c n 0 d 1 1 90 1.0 1.0 1.0 3.0 20.4 7.0 0.0 KITCHEN NOOK a n n a c n 0 d 1 1 90 1.0 1.0 14.0 6.0 20.4 39.0 0.0 c n W a c n 0 d 1 1 90 1.0 1.0 10.0 8.0 54.4 44.0 0.0 FAMILY c n W a C n 0 d 1 1 90 1.0 1.0 10.0 8.0 54.4 88.0 0.0 C n W a c n 0 d 1 1 90 1.0 1.0 10.0 7.0 54.4 18.0 0.0 LIBRARY/BDRM5 a n s a C n 0 d 1 1 90 1.0 1.0 18.0 5.0 30.4 23.0 0.0 BATH3 a n w a C n 0 d 1 1 90 1.0 1.0 10.0 4.0 54.4 7.0 0.0 BDRM2 c n e C C n 0 d 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 UP-FOY a n e c C n 0 n 1 1 90 1.0 5.0 1.0 5.0 87.4 20.0 12.6 wright50ft Right -Suite Residential5.5.17 RSR26014 2006-Feb-21 08:39:02 AC(:',{ E:TilesIENGLE2002lSantaBarbara3006XSantaBarbara30011SantaBarbara3001.rsr Page 1 BDRM4 c n e c c n 0 d 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 MSTR.BTH a n a n a n n n w c c c c c c n n n 0 0 0 d d d 1 1 1 1 90 1 90 1 90 1.0 1.0 1.0 1.0 1.0 1.0 7.0 4.0 1.0 3.0 4.0 4.0 20.4 20.4 54.4 5.0 16.0 16.0 0.0 0.0 0.0 MSTR.BR a n c n w w c c c c n n 0 0 n d 1 1 1 90 1 90 1.0 1.0 5.0 5.0 1.0 1.0 7.0 7.0 87.4 54.4 14.0 36.0 6.3 16.2 BATH2 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 3.0 54.4 6.0 O.0 BDRM3 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 20.0 O.0 wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 AC(�,p, E:\FilesIENGLE2002\SantaBarbara30061SantaBarbara3001\SantaBarbara3001.rsr Page 2 3" bath i to roof c ip PAM w/fan Nuton -- RNB f�Ytr. r. li �r 0 •oil I 01 'dryer .oil tap l2. 150 -_ ..' ....�.� WNW"it ELM ano 7.5 ton ./lOP• [2.av Ip© iy•zo Pi platfo of hid. zs ton .na.. ez.o. lan ILI \J 1 aat.ar�h. hw scale I/8'=I'0' IM g, SECOND FLOOR ELECTRICAL PLAN Oil 1 N } FIRST FLOOR ELECTRIC LAN O� Must have a ninime,'Eleararr a of 4 Inrhes around the alr handler per the State Energy code. All duct has an r.6 Insulation value. Rating w O O Q (n Q W m Q = CO W O Of O Of U Z O Z Q O F- WU) rn> z O } N Caw > z 0 J Q F— m F— Q D J O D Q X ED CL .J to 0 0 W EATh ERMASTER BuiWitrq PooducTs, lltc. Office 407-324-2080 fax 407-324-0503 df LABEL DRAWING # OR TYPE USED WITH PRODUCT # 1 Legend of contents 2 GA 1 Installation 1450 Flange SH 1450/1550 3 GA 2 Installation 1450 Flange PW 1450 4 GA 3 Installaiton 1100 Fin SH 1100/1900/1970 5 1 GA 3/A lCont. Head And Sill Fin Mull 1900/1100/1970 1900/1100/1970 6 GA 4 Installation 1100 Fin PW 1100 7 GA 5 Installation 1450 PW Flange Designer PW 1450/1550/1570 8 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 IGA 8 linstallation 1180 Fin HR 1180/1980/1990 12 1 GA 8/A lInstallation 1980 Fin 3 Lite Slider 1980/1990 13 IGA 9 IGEN 0024 Block Inst. SLIDING GLASS DOOR 420/430/440 14 IGA10 GEN 0028 Wood Inst. SLIDING GLASS DOOR 420/430/440 15 GA 10/A GEN 0027 2x in Block SLIDING GLASS DOOR 420/430/440 16 GA 11 GEN 0450 Fin Vert. Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1x4 Fig. Hz. SH 1445 18 GA 12 A Mull Bar Load Chart 1x4 Fin Vert. SH 1445 19 GA 13 Mull Bar Load Chart 1 x4 Fig. Vert. SH 1445 20 IGA14 I Mull Bar Load Chart 1 x4 Fig. Vert. PW 1445 21 1 GA 14 A I Mull Bar Load Chart 1x4 Fin Vert. PW 1445 22 GA 15 Mull Clip 1x4 (>61 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 1x2.5 Fin Vert. SH 1448 27 IGA 22 1 Mull Bar Load Chart 1x2.5 Fin Vert. PW 1448 28 GA 23 Mull Bar Load Chart 1 x2.5 Fig. Vert. SH 1442 29 GA 24 Mull Bar Load Chart 1x2.5 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 IGA 29 IMull Clip GEN 0452 >6) Fig. Vert. Mull Clip 1445 34 GA 30 Installation FEB. HEB. Fig. SH 1450/155011570 FE+HE 1450/1550/1570 35 IGA 31 linstallation FEB. HEB. IFIN SH 1100/1900/1970 FE+HE 1100/190011970 L I4411II50Suit Mans" am Plume/vertbal1a42 Ftttap/w"ueal1"6 =1erge window t4bo m.)A It" Hur,,;r wi••duvr ;Jae -+..•i to verl:ctll s: %;carol opolicol'rns vm1'c.c1 str.rcturof oopliccl•ur of ai lion5e wi-dows. of 011 Nr.ngr. W;ncow.-. Acids 1/8' to Doen*..nq. Act:-; ' /S- :u Ujt:-6t4 I 1 V' 114M96 SOON • .n tln Fwaimbaral uat mm mr,f :Ir'u LAte.v c�Prw,Kfns farce gtt:•+'ry:: x 'c• n:;- wi,d •uci apurco;ie-;. Atlas ' '/9- to .-*m;nrr, Q]t I.M p.n uN TA � a LI Ver" al You* W1 tOr MOA.Onal 1 VMtter TM rr �r11Qtet I/le l I �tf��lw r11/terrrel +«e n1 ter,^. OFFICE IN OF SWoR 'Eq%EwEDIi P ��Y 1 , In 114WI60 and WNW 6e+10 Vertata TM* Ut1 arasket MN . a tv. — 1/e r...�.iww..eM twtt I:ud wa t�l:•e.. 1/A- Fin ^m., I 1 /A' :w t)2C".'a. 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.floridabuildine.or under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders SHIM AS REOT) (SEE NOTES) ONE BY WOW BUCK BY 0110 NSTAl1ATNJ11 ANCHOR BETTM]]1 CALAX BETWEEN sHDOM FLANGE ! WOOD BLICTI CAIAIf MOOD ! Y' OTOPO4e40 Br oT1EHE Rs W_-,1.E PERIMETER CAUUC B�LE7y OTHER ItF/1OtA EXTERIOR -U' 6!!�l Twat MI Do SILL PERIMBy ETER D PRE CAST STILL BY OTHERS SECTION 1 CA= BETWEEN WDIDOW FLANGE • PRE CAST SILL"rH VULIGOA 11e ADESK CA" OR APPROVED EQUAL BkXX INTO TH FL MM TYPE WINI M FRAME JAMB WOOD OTHER I 1 4. 107T SHM AS REOb. (SEE NOTES) e a 4 INSTALLATION ANCHOR a PEIMETER CAULK CAULK BETWEEN BY OTHERS WOOD BUCK ! - WHOM WIDTH MASONRY OPENING By OTTERS EXTERIOR CAULK BETWEEN WINDOW nnAHM . BUCK SECTION 2 WNDOW I WDH. I J / K 2 WINDOW HOT. F 0 GENERAL NOTES: 1) St/14 AS REOb. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX ALLOWABLE SHIM STACK TO BE 1/4- 4 ];`MNDOW FRAME MATTJOAL: ALUMINUM Al1DY BOB] ' CAI" BEHIND WOIOOW FLANGE AT HEM AND JAMBS,qLL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKIEM 116 ADHESIVE CAUL( OR APPROVED EQUAL 4) APPLICATION OF VUL M 110 ADHESIVE CAUL( AT FRAME SILL MUST COMPLY WITH SEALANT MANUFACTERER'S RECOMMENDATKIN S) CATAX FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE B) CLASS THICKWM MAY VARY PER THE REQUIREMENTS OF ASTM E1300 CLASS CHART SINGLE OLASS IS SHOWN, DRSJLATTW CLASS IS ALSO OUALIFIED. G.A. 1 CALL WINDOW CLASS DESIGN TAPCOV AHM LOCATION SIZE SIZE (INCHES) PRESM ITUROMESION PMS'SIlM LOCATIONS CAPACITY N PSF CNACITY N PSF to 1/ to ■ a -A -/0 -!A mtdmm -a/ AO F,W44 13 1/ 1ro . at ]ro -77 -FT -1/a -lW AC rAN1 14 1/ Iro • 40 Oro -d -✓s -iN -1N AC I.Owu 1444 I/ TA . N Oro -W -W -lW -1: AJ: JV IN/ t/ IA . ®Oro -03 -W -147 -147 AC F.WU I/ t/ 1/W . W -40 �0 -1>7 -In AC 0".O.IU 1/ 1/ fro n -40 -40 -11/ -1 AC OLr.oKt 17 : 1/ 1 M - - -W4 -104 AC D"ANJ 1Na a 1/a. a -/7 -N -1a/ -Ia0 AC F.WU IKT s 1/a ■ s aro -00 -0/ -100 -to/ At rANI INI n 1/2 . e0 B/r -47 -47 -1. -Is AC Cam /N44 a 1/2 • N /IV -N -44 -1m -1. Ae F.ONI TN44s s 1/r .09 /ro -47 -4a -100 -100 AC r,ow INe NIA .0 -40 -40 -/1 -N AC TAM on a to . Ta -40 -40 -7/ -7/ A0 r.Wu TW 1 -�/ �0 Ae F.WU am aD t/a . s -10 -W -113 -113 Ae FAM m 30112 . 31 aro -47 -47 -/0 -r AC ►ANT 3D.4 30 1/2. 00 /ro -4t -41 -1/ -7/ AC F.m ao.144 30 1A • N 6/6-40 -40 -TT -n AC F.WU a0.440 30 WA . 00 0A -40 -40 -70 -n AC F.WU ade aD 1A . W -40 -40 -7/ -7/ AC F.WU 3" M 1/2. n -40 --40 -71 -71 AC IANI Ac I F.WU IN n a a -e1 -m -M -0 AC F.WU as a7 ■ s 3/1-40 -40 -/7 -47 IT./AN4 r4 n K eD ero -40 -40 -/7 -/7 Ae r.au a4f4 31 M N Oro -MI -40 -m -in AC r•WU 2440 A a 00 ero -40 -40 -ee -00 AC I.NU a 31 a u -40 -40 -W -W A0 F.Wu n 37 ■ n -40 -40 -W -W AC /.tUu -N AC I.OJu 4229 42 K a -40 -10 -M -4/ AC F.OJu 42m 4a a a aA -4e -40 -4e -40 AC /.WTI 42e0 4a a e0 ero -40 -40 -40 -40 AC FWU ►.� 424+4 4a44/ 42 X N Oro a a a/ ero -40 -40 -40 -40 -40 -40 -40 -40 AC AC ►AMI 41123 42 ■ WT -n -40 -40 -40 AC r•Wu 4an 42 a n -40 -40 -40 -40 At /Am 4m 42 a N -40 -40 -40 1 AO ►AlU 4100 aO Ya -M -- -- C F►.,WONJ4 4N 40 ■ a -40 -W C r.ON AM 4Mm -0 AC au H4 Na N ro --40 40 _40 40 AD 44a 40 -40 AC F.WUO 4W 40 W -40 - AC F.ON AC ►A111 a 1D IA. AC r.OU IA 411 -0 AC7 W 1ro al) ero40 -40 0 -40 AC i: W IA ■ 04 OA AC �N44 W IA 1I as DA -40 -40 - - AC /,061U M W fro a W -40 -40 - - AC FA111 W W -40 AC r.OAI 1) AWN AM POMW NO Mfn1111K f01000RAL Gal U1Me /W01 07PNMAOM' AN11LT'm 1 NAK NDT / sal OArF®.IOl1A1/ Oi W1tO1 FDIpMI/Ns Tnlllo W40W x MtTW s>•ffATQ m IE0IMOOR s lea or mNOM� AII{p ►OOf11K OOOI t0100 WL W INTO le 4" r! NR ICI mrm Tm Pftmw Or ll/QOfO 10 mA11W nmw mtma WOa w /70140ea IN WSWr eor0 Ia sAr to NII �Mcm SUFFICIENT 4 /Dt011 W N1Q 10MlF1/4 O�ItDR Will /1lMIMrz S E F L Err T IDtlltMISsevsa ![ tur Alm no KEY To 7Arml IOGTICIS _ I 4 I DtAC'1 MO01 Islal UFO INANCHOR ONART. UK AMDtO4NR'/ I 01IIM7[D WIN Ion Lama ym THE Allwom ll mm nmm Im ar, ELEVATION �' � No. 42)7t � $ nA02 YOOSEF P.E.LAVY, P VIEWED FROM EXTERIOR ; a * CONSULTING pIODOER l 0■t♦ LL• tL■r. M >w • /l r QtO • WM14 o NMI GOOD r01SI 1A11t Mrz / f0/ i STATE OF `" ' �Irr w� •.• OALLAX TDM 70743 ASSEMBLY DMW►M s710 /400A�/1R70 MOLT mm w=9 A O R TO',. T. a14}MOM R a14 7 �? r►I4l S/ O R A L AR P N/A /00/0 /ISIAIAilQ1 14a0 B G.A. 2 COMPARATIVE kNALYSIS & :APOON ANM OR LOCATION CHART CHE BY WOW = ANNEALED3/16' MASS BUCK BY OTHER NANDOW GLASS DESIGN DESIGN TAPOON ANCHOR LOCATION NSTALLATICN ANCHOR. CAUL( BET►M — BUCK MDT — 4 PRESSM PRESSURE LOCATIONS ONE BY WOOD o�1BEnuvT SIZE (INCHES) BUG( BY OTHER MASONRY �OPENNG SHIM AS Rfob. CAPACITY N Pg grimmCAPAarHIM N PSI BY OTHERS (S♦>E NOTES) 12 x A 1I1 -137 1" -1 AB rAW CAULK EETe1D1 WHDOW p F AMM TYPE NSTAlUT1011 12 x !l r -r Ir -110 M f.6Nl FLANGE Nt WOOD UK. a I 1 4• MDL ENDOW FRAME LEAp a ANCHOR t! x Jo 74 -74 lea -too AB /.CHAP d EMBEDMENT 1! x s „ --0 in -in AD n 41 Is x 4 is x to 67 -67 - AG flow t! x n r -00 AS FAW O a u to -101 lr -Ir AC f.aw it x !4 as AC r,ael CLAZIHc (T)P. / t► x >p so -eD 123 -113 AC FAM PERIMETER CAULK SEE NOIES)J PERIYErER CAULK d MOOD BUCK aN lox so 40 -0 -41 is ci AO rA1U By OnER / BY OTHERS It x w = _ JN x a a -a0 Ae rAw uA3UNRY OP[NNO a -a AC fAW I. We na. BY OTHERS 1! .4 n 7411! of �! IM -IM AC ►.4NI SHOT AS REOb •MOON 1IDM J 1 SD 44 - 4 100 -lo AC ►A M (SEE Mo7m) EXTERIOR 2 1 [ 31 40 -a o -a Ac ►.w CAULK BETV41H 24 1 N a -a M -0 AC FAJU EXTERIOR BUCK R1NooW RAN1E H 1 72 4400 -40 = = AAo rAAiM HEIGHT WOOD QNx n 1 u 7 �` In -Ia AC ►.aw a:154 41 -41 r -0 AC FAA.$ SECTION 2 n I n a: ., AC ra1M Ji 1 s a -a r -w AC slow Er7IA�1MH4 t�YyaPEE >! I Y a -a r -eD AC l.OIU aUH� rRIW[ a! 72 a -40 - - AP rAw SILLWINDOW 391It 41 __4l 1111 -110 AC I,aNI MDT". 394 t 24 a -a n -e7 Ae CamPFJeYE TEA >• 1 Xr a -a n -n AC r� Br OTHER A C B 7! 4 a -40 4 -tl AC ►.oNl 30 ! !0 40 -4D - - A0 IAw 2! ! 72 40 -40 - - AC ►AW D E 4 1 Is a - 0 IN -Ir AC r.aHl .01 ' r 4 t 24 a -a M -r AC I.pIU . a B/REEL SILL STOOL 4 1 34 440 -4400 4400 -b AC I.aw 60 -40 BY OTHERS 4e 1 w PRE CAST SILLL 4 ! w a -40 - - AC r.wU BY OTHERS .. CA" EMEN MNOOW rLV10E 4 It 7e a -a - - AC FAW 11 PRE CAST SILL WITH MAKEL WINDOW so [ u a -40 Ir -Ia AC ►.I'S ADHESIVE CAI" OR aNI SECTION 1 APPROVED EQUAL NNCTN Cop tuD as :4400 Oro :4.00 AN F.aw N _ r.mw r [ N. a -a a -a AC F,aw G2ERAL NOT@ !D 110 1 a -a AC rAW 72 t N a -40 IA -III At ►AJU n 1 24 a -40 el -Ot AC TAM I) SHIM AS REOb. AT EACH INSTALLATION ANCHOR MIN LOAD BEARING SIM. NAIL F G n 1 s a -a a -a AC • r ALLOWABLE 90 STAGE TO BE 1/4. 7! t M a -a a a Ac� 740 -aAe r.aw ]) ON CAULK BEHIND WINDOW RANQE AT HEAD MID AA6S. SILL MUST BE ATT:ACFED 72 1 a a -a - - AC ►Aw TO THE SUBSTRATE NTH VAAKEM 110 ADHOVE CAULK OR APPROVED EQUAL a I u - - w -w AC r.aw 4) APP1Kallol 6 NKIOI 110 AD1NmVE CAULK AT FRAME SILL 11115E CdFIY NTH SEALANT 1 r t 24 - - w -w AC I,aNI MANUFACTVdR'S Ii00YLENDATIOL e. , 30 - - a -a AC �a U '' CAHAK PvauETrn �" AROUND H7NIEBCI eTr nBmor rLA,Na ELEVATION r 1 to - - 40 e /Aw 0)) QAS9 THICKNESS MAY VARY Pf71 TW t"JIBEMENTS Or ASTM E13DO CLASS CHART. N t _ _ 7) THE ABOVE ME P03TIVE • NEGATIVE SIRUCYURAL DESIGN LOAD FRC M•COMPARATIVE VIEWED FROM EXTERIOR `�A�A1V111 r -r AC I.au ANALYSIS ! HAVE NOT 8701 CAPPED BY IRl1L1Tt B WATER PERrOH1ANCE 7ESTIN0. " 11se w,!4 - - w -tl AC r,axl omm THE WATER RESISTANCE TEST RMIIRIE�NT OF 13 X OF DESIGN LOAD APPLIES S E F ( FIFE s i - - 40 -o tie POSITIVE DES 0M LOAD APMJER P091NE OE9W LARDS aa1 BE uMarzD ro 40.0 PSI = rr► r , 4 - - a -a AC ►.OMI DUE TO wATER TEST PIQmm or d0 PSI. Ao1 rvw N TEST. r e) NsTMJATICH OF FLAMM FIIAME ERCOW M OOIL' M OR MASONIIY CPEK000 USE 31/I1r 1 i pA TAP00F1 ANCIGNS W 61RF10E11T lL7WM ro PRovo[ MIA. 1 1/4• EIBDEIE7fT N)0 No. 42371 x 0 WA •� 021D SUBSTRATE AT 1AG7101S SHM ON CHART. .. p)) SEE ELEVATION FOR KEY TOG TAPCOM LOTMI * ec % YOOSEF LAVY, P.E. Io) S EXACT WINDOW IS NOT LISTED N ANQMN CHART, USE ANCHOR QUANTITY LISTED WITH NOR � A � W S CONSULTDa ENGINEER LARGER SIa. /Ct THE AFPROPmA E DESIO7 PowmIRE REQHD. • o w % ILIaedL t•1teiM w-FAIWKow•YAa OI1 STATE OF ISM FIRM LAW. 2211 A 100 79243 Y DRAW) A14110 F� 0 0. .. O? r. (!14}74o C04 P(I14)J40-0007 lom oTIL 04mle me= s 1F �, O .... E A 1IwI>— 1H1H,is0 M AR IP N/A M I7/10/03 B 0ISMATIM 1470 B SHEATHING BY OTHER INSIALAHON ANOIOR 1 PERIMETER CAULK BY 0 FIN TIPE WINDOW FRAME HEADER PERIMETER CAULK BY OTHER INSTALATION ANCHOR CAULK BETWEEN FIN b SHEATING 1' MIN FTN t SiLL BY HE OTHER— 1' MIN. EMBEDMENT SECTION 1 FIN TYPE WINDOW JAMB M14DOW WIDHI— EXTER10 CAULK BETWEEN WINDOW FIN A SIEATING S E F ( LIE Mo. 42371 s • p W ! i STATE OF rr s •' � 4W rE I1 1 W1I0 NAL IW 2 X WOOD BY OTHERS CAULK BETWEEN WINDOW FIN I! SHEATHING 1'MRN. EMBEDMENT SHEATHING BY OTHERS NST.ALATION ANCIIOR PERIMETER CAULK BY OTHER EQUALLY SPACE ANCHORS (TYP) 1 -.,0J _I I_ ELEVATION VIEWED FROM EXTERIOR 6' MAK(TYP) 6'MAX.(TYP). G.A.3 COMPARATIVE ANALYSIS BE TAPCON ANCHOR CHART NANDOW . N—W PI?MRE K OF 1800 MAW aF -M UUM SIZE INCHES CAPACITY N PSF MOIL N FRAME REOD. N QM CULM lqmmg READ SILL REAM READ I SILL 19 1e 30 100 100 2 2 2 2 2 3 le . 40 63 e3 2 2 1 2 3 16.50 63 63 2 2 J 2 2 3 16 ■ 60 50 50 2 2 3 2 2 3 20 ■ 30 6e ee 2 2 2 2 2 3 20 . 4073 n 2 2 3 2 2 4 20 . 60 59 59 2 2 3 2 2 4 20 ■ 60 46 46 2 2 3 2 2 4 26.30 37 57 2 2 2 2 2 2 2e . 4052 52 2 2 3 2 2 3 ie . e0 46 46 2 2 3 2 2 4 26.60 w 40 2 2 3 2 2 _ 4 30 . 30 52 s2 : : : 2 : 2 30 ■ 40 49 49 2 2 3 2 2 3 30 2 50 43 43 2 2 3 2 2 4 30.60 40 w 2 2 3 2 2 _ 3e . J0 41 41 3 3 2 2 2 2 36. 40 40 w 3 2 3 3 3 3 3e . 50 40 403 3 3 3 3 4 36 . 60 40 40 3 3 3 3 3 6 w■ 30 w w 3 3 2 3 3 2 40 , 40 40 40 3 3 3 3 3 3 40 , 50 40 40 3 3 3 3 3 4 40.60 3 3 3 3 3 S 53 ■ 72 w 40 3 3 4 ♦ 4 GNERAL NOTES: 1) SHIM IF REQUIRED FOR LEVELING. 2)) WINDOW FRAME MATERIAL ALLOY 6063 3) CAULK BEHIND WINDOW FIN AT HEAD ,SILL Ni JAMBS. 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) CLASS THICIIIESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHART, SINGLE GLAZING IS SHOWN. INSULATING GLASS IS ALSO QUALIFIED II) RH RE WATER RESISTANCE TEST REMP04NT OF 15X OF DESIGN LOAD APPLIES POSDVE OESION LOADS WILL BE LIMITED TO 40.0 PST 011E TO WATER TEST PREZURE OF 6.0 PST ACHIEVED N TEST: 7) INSTALLATION: FIN FRAME WIDOW IN W000 FRAME OPEIGNO MOT TWO BY WOOD STUDS USoIO .090 VIOL CIA. NABS OR p SQ1CW2 OF SUETICENT LENGTH TO PROVIDE MIN.1' EMBEDMENT INTO SUBSTRATE. 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART , USE ANCHOR AIANDTY USTED WITH NDtt LARGER SIZE, YLA JOB 0134-021A ['� r T:.. YOOSEF LAVY, P.E. CONSULTING ENCI VEER •^r swo ruwsT LAND Se12 F 166 Iml W. Orq r • ia116M U TYIN • FLL lm111¢G - Dees Q 15321 DAL1Ai ,ow M43 ASSEMBLY DRAWING SF7NES II00/1900/1970 SINGLE HUNG VNOOW 214 004e n 2u 7 ORN. AR (l/,Qf IP 6f.4I N/A /ll0'I ido oArc 12/1 3 B o�c NuuscR D1srALAnoN Roo SHEATHING CAUL( BETWEEN FIN CAULK BETWEEN M 1gl"'Amo FIN TYPE — WINDOW FIN R BY OTHER WINDOW FRAME ATHING V MIN JAMB ��A lµ noN II EMBETIA/ENr CHOR EMBEDMENT PERIMETER CAULK - BY OTHER FIN TIPE WINDOW FRAME HEADER (LAZING (SEE NOTES) 1 EXTERIOR ER CAUL( BY OTHER BY OTHER III' �i . i:)T I 1_ WINDOW HEIGHT HEIGTH INsrAULncxR '---SHIM IF REO'D 1 ANCHOR SHEATHING CAUL( BETWEEN BY OTHER--"1' MIN. WINDOW FIN k EMBEDMENT SHEATING SECTION 1 Imes 1) THE ABOVE ARE POSITIVE a NEOATTVE STRUCTURAL DESIOM LOADS FROM CWARADYE ANALYSIS AND HAVE NOT KIN CAPPED IFY FIlS1AT$ OF WATER PUWDRMANQ TESTUa •1WAE WATER RESISTANCE TTST REgAtEWNT OF 15W Or Dt" LOAD ARRICS PORT11C OEM LOAD$ WL FIE LIMITED TO 40.00 PS' DUE TO WATER TEST PTRLRft[ OF 0.0 PST AORVWD N TEST. t) GL.A53 TRCKKE95 MAY WARY PER WOUNIEMINTS OF ASTM E1700 CIA-" CHARM 5) INSTALLATION IN FRAME OWN N WOW FRAME WENINO TAfH TWO 0Y WOOD STIRS USNO 0 SMIN OF SUF IC"T LOMTH TO FIIDVTDE MINA* LLB[DM[NT Nro SUMMA� ON GLOM N CIA. MAILS 1) F EXACT 101DOW SEE IS NOT LISTED N .ANCHOR CHART, USE QUANTITY LISTED WITH NOR LARGER SEE 3) SIEM F REQUIRED FOR LIEVELIML 0) UNDOW FRAME MAMMAL AIUMMW ALLOY 6001OW 1) CAULK INC ND 1lNDiN AT WAD. SILL 1 JAMBS 0) CAULK FOR 11MVER SEAL MOUND EXIoeOR OF TWNDOW FLAME. \_ SHEATHERS BY OTHERSWINDOW YRDHT ��INSTAL ANCHOR f xjEg1Q$ PERIMETER CAULK BY OTHER SECTION 1 --*'J 6' MAX. ELEVATION VIEWED FROM EXTERIOR Z EQUALLY SPACE ANCHORS (TY P.) 6' MAX. (TYP) ````NN\•1L1j SEF L 1111f � 1E No. 42371 i 0� •, STATE OF F�ORLO''•Oi- J JJ111• �IOHAL.1 w•�N� ? ` G.A. 4 NZDEOW J 8- CLASS NO. Or QM A CLASS OFSICN DESICN 0. CIF� SCREW PRESSIMPARE R aim N FRAME MAILS REp1EiED (INCHES CAPACITY IN PST CAPACITY N PSF N FRAME a 1 Ta a -40 fa -fa 1 f t MI 7 t Fm�w m 1 4 4 -p N -M 1 1 1 f 1 • 1014 4 -4 0 20 x A p -p 1D 110 4 -10 1O -K f 1 ! ! t • 309 .4 4 -4 O -•) ! 1 1 1 3 1 30 4 -4 •1 -N 1 ! ! 1 1 " l a 4-0 m -e! f 1 1 1 1 1010D 4 -4 00 -0D f 1 1 1 1 30110 440 4 -4 t 1 1 1 1 1 31130 4 -4 71 a x p 4 -4 N -DI 1 1 ! . • 39148 40 -4 18 - 0 t t t 1 • 1 " 1 00 4 -4 a -Y 1 1 1 • 1 1 i• 1 b 4 -4 /0 -4 7 7 t • • • 4 x 10 4 -4 H -N 1 1 1 • 4 x 4 4 -4 w -03 1 1 t • 1 4x4 4 -10 p -10 1 1 1 • 1 p 1 00 4 -4 10 1 b 4 -4 4 1 -4 / f f • 1 0 4110 4 -W 07 -01 f t ! • • t 414 440 4 -K 7 1 7 1 1 f 4 x a 4 -4 /0 - 0 ! 1 t 1 1 1 411D 4 -4 4 -10 1 1 t 1 1 1 41O 4 -4 4 -10 I ! 1 1 l ! 00110 4 -p 00 -N 1 ! ! 1 • t 00 ■ 4 10 -4 N -N 1 ! f 1 1 7 eo t o p -4 4 -4 1 f 1 1 1 1 a l a 40 -4 p -4 1 t 1 0011D 4 -4 4 -4 f 1 1 1 1 / / • a ■ 10 4 --10 •0 -K 1 1 f • • ! 4x4 p -p 4 -4 1 1 f 0 • 1 00 1 /0 4 -•0 4 -40 ! t f • • •O17D p -4 41 f t 7 0 0 a l so 440 4 -4 1 t ! 0 • • 70130 4 -p 4 -K 1 t 1 1 7 7 IQ t 4 4 -4 4 70 1 a 4 -4 p -4 1 t f ) ) 1 7014 4 -4 40 -4 1 1 7 7 7 1 0 l so p -4 10 -4 1 t 7 1 ) 7 • 72 x 30 4 -40 4 -K, I 1 ! • • 1 - x 40 10 -40 p -4 1 1 t • • 1 72 x 4 p -40 71 x a 4 -4 4 -4 f t 1 • • 1 71 t so10 -4 4 -ID I 1 I 1 0 • 90110 - - 4 -K 1 1 1 • 0 f 0014 - - p -4 1 1 t 1 1 1 a 1 a - - 4 -4 1 1 ! 0 0 1 0D x Be - - 10 -4 f 1 f 1 • 1 90130 - - p -K f t t 1 7 1 •Ox 4 - - 4 -4 1 t 1 0 • 1 0140 so x 00-4— f 1 f 10 10 N l 30 - - 40 -K 1 1 ! / 7 1 N ■ *0 - - •0 -4 1 t ! • • 3 TWO BY BUILD DOWN BY OTHERS CAULK BETWEEN WINDOW FLANGE A FILL STRIP-1 SHEATHING BY OTHERS PERIMETER CAULK BY OTHERS FIJNGE TYPE WINDOW FRAME HEADER - FLANGE TYPE WINDOW FRAME SILL -� PERIMETER CAULK BY OTHERS CAULK BETWEEN WINDOW FLANGE k HOOD BUCK A i d CAULK BETWEEN WOOD BUCK 61 MASONRY OPENING BY OTHERS SECTION 1 CAULK BETWEEN FTLLMSTRIP & BUILD DOWN BY 01TIERS MIN ENT F1LLERSTRIP BY OTHERS 90M AS REO'0. (SEE NOTES) INSTALLATION ANCHOR. BUCK —GLAZING (TYPE HEIGHT SEE H01ES). O.A. 5 DFxF LAL NOTES: 1) SHIM AS SEEM AT EACH INSTALLATION ANCHOR USING LOAD BEARING STEM. MAX ALLOWABLE STACK TO BE 1/4'. 4) WINDOW FRAME MATERIAL ALLOY 0063 ] CAULK BEHIND WINDOW FLANGE AT HEAD, SILL R JAMBS 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW'FLANGE. S) GLASS THICKNESS MAY VARY FER THE REQUIREMENTS OF ASTM E1300 CLASS CHART SINGLE GLAZING 15 SHOWN• INSULATING MASS IS ALSO QUALIFIED 6) MIEPF WATER RESISTANCE TEST REQUIREMENT OF 1SAT OF DESIGN LOAD APPLIES. POSTIVE DESIOI LOADS LIMITEDWLL BE LTED TO 40.0 PSF DUE TO WATER TEST PRESSURE OF 6.0 PSF ACH6;YTD IN Or. 7) I] 10' TAPCON TYPE INSTALLATION ANCHOR MUST BY OF 91FT1pENT LENGTH PROVE A HIM. 1-1/4- EMBEU ENT INTO SUBSTRATE /6 9ISTALLATHN SOTTEW AT HEAD AND JAM139 MUST BE OF SUFFICIENT LENOTH TO ACHIEVE 1 1/6' MTV. EMBEOIRNT INTO WOOD FTRAMINR 3/10- CIA. TAPCON ANCHOR W f8 INSTALLATION SCREW TO BE PIACTD G' MAIL rROM CORNM • 24' MAX O.G YAK ernw t 0) BUILD DOWN AROUND THE CALVE PORTION OF WINDOW IRAME TO BE 010170"ED BY OTHERS BURR DOMN MUST BE OF SUFFICIENT STRENGTH TO ADEQUATELY TRANSFER LOAD FROM WNDOW TO THE STRUCTURE. 0) ELEVATIONS SHOW COMMON OC PJRADOM 17 IS NOT INTENT" TO LIMIT USE OF THIS PRODUCT TO THESE TWO CO FIGURATIO % THIS SHEET APPLIES to ALL CONFLOURATIONS OF rUQD WINDOW MAMNO SYSTEM. ow ;IN SHIM AS REO'D (SEE NOTES) FLANGE TYPE WINDOW FRAME _ 1 1/4 IIIN. JAMB EMBEDMENT GLAZING (TYP) v SEE NOTES--7 PON CAUL BETWEEN WINDOW MANGE SHEARING 7\�CAULK ONE BY WIXOO PERIME TER CAU BUCK BY OTHERS BY OTHE BETWEEN WINDOW FIANCE & WO(A) BUCK. SECTION 2 --1 ELEVATION ELEVATION 'q 1 1/4- MIN VIEWED FROM EXTERIOR EMBEDMENT. VIEWED FROM EXTERIOR ��...•��WIILR4j 1 -= S E F L IIIN i YLA JOB 0 04-OQIF r y: 1iNVNSCHNoRSTIGN c, YOOSEF LAVY, P.E. ' flo. 42771 CONSULTING ENGINEER 1000 romm i LINE WX 0 f00 ImtE0W401•tWriAII 1101 •FII b1110II •1lSII 1191 j P W ONU11 ITX0 70N3 STATE OF ; . _ TO T4 rt >n4iN57Al1ATON DETAILS TWO BY BUILD GOWN Ali f •' .E OR V SUM 1430/13S0/I570 DESIGNM PICTURE WINDOW 'I1'�EAI)NAL to . DAN. CHD w_mx LTLL1114""��`.� � AR IP N/A •UI7I 1B/a BAWL DAL NUYBN 12/fo/0] 8 015TALATION 1450 PW 1' UIM SH BY CAULX BEHIND PERIME EAm BY D FIN rn FRAME HEAD GLAZING f 1 SE INK FIN 1101 FRAME SILL PERIMETER CAUU BY on-11 ! INSULATION ANKN7 wnJK BEHIND nI SHRATHIA BY OMENS P.A. 6 1) DESIGN PRESSURE CAPACITY OF WINDOW A INSTALLATION IS 40.0 PSF. 2) INSTALLATION OF FIN FRAME WINDOW IN WOOD FRAME OPENING WITH TWO BY WOOD STUDS 0.099 NCH. DIA NABS PLACE .DID NAILS B' FROM CORNERS MAX A B' O.C. MAX BETWEEN. J) FOR INSTALLAnm OF FN FRAME WNDOW N WOOD FRAME OPENINO WITH TWO BY WOOD STUDS, USNO jB SCREW OF SIFrKq NT LENGTH TO PROVIDE MN 1' EMBEDMENT INTO SUBSTRATE PLACE SCREW j B MAX FROM CORNERS A 24' O.C. MAIL BETWEEN. ANCHOR 4) 941M IF REOIARED FOR LEVflURC. 5) WINDOW FRAME MATERIAL• ALUMINUM ALLOY 6061 B) CAULK BEHIND WINDOW FIN At HEAD. SILL A JAMBS 7) CAULK FOR PERIMETER SEAL MOUND DaMOR OF TIBNDOW FLANGE B) CLASS THICKNESS WAY VARY PER THE REOUIREMENTS OF ASTM 1300 CLASS CIIART. SINGE GLAZING IS Si0YR1, INSULATING CLASS IS ALSO QUALIFIED. 10) ELEVATION SHOW COMMON CONFIGURATIONS 1T IS NOT INTENDED TO LIMIT USE OF THIS PRODUCT TO THESE TWO CONFIGURATIONS THIS SHEET APPLIES TO ALL CONFIGURATIONS OF FIXED PICTURE WINDOW FRAMING SSTEM. REWO I ELEVATION VIEWED FROM EXTERIOR 2 i E F L 11►N► y IAA i No. 42371 i � P �• � W i i STATE OF _ op (OR (OR,OP,.•C. SEGLAaINE NOTES nN TYPE FRAME JAMB EXTERIOR LPLEB WOIDOW 1111)m— BY O SECTION 2 I ELEVATION MEWLED FROM EXTERIOR 2 1' MIN. EMBEDMENT _ I JAI; BEHIND FN. LLLATION ANDICR CAULK NVA1LAOO1 ANC10R INSTALLATION ANCHOR 3/1e- OIA TAPCCK SNN AS O) (� Now) ONE eT t•CCO m7CK BY OHQiS CONCRETE OR MASONRY H/QIIRto /e lrlE7• (T14. �NETE tMCOrR! ARE BY OTOis NOT IEO'0.) CAl21t BETWEEN DOLT rNA►E !1m BUCK B JAMB INSTALLATION ANCHOR ONE BY N000 MAS"Y OPENING D /B !RO__(M, . ! BUCK BY On"S BY OMA! CLUING ARE NOT PWO.) Q (m MRS) SHIM AS RECTO 4 1-1/4' MN. a . (SEE NOTE!) A [l�litENT CONCRETE G OR MASONRYCIP0410 1 ♦' IIAL SPAOL D By CIT O M OMOf' 4 NSTAI LATION ANCHOR 7/11r' 1xA TAPCCN STUCCO i BY OTHEIIS D CA12JI Bi711ED1 wow am a MAVT OPUM POOMEIER cAKAa DOOR ntAME BY OTHERS BY OTHERS HEAD PFReCRR CAULK BY OTHERS Dom _ OTHERS ;;"SIR ImOiT 8T GAZING (SEE NOBS) ODOR IeOTN 1/4- MAIL 9eY SPACE ExTElROR SECTION B-B CAULM SE INIUM NOm BOOK • NAVY CPD4MC 4 • BY "Im 4 • 4 4 I Novi SmPP GLASS DOOR • 1 MIN./7 uHERALLY APPLY CAULI NG UMM SILL ON SET S• . d i dT ll IN 4 4 Bm or CONCRETE• LLASIO (SEi NO1ES) MASOQY OPENINGCONCRETE OR SECSEia A --A INSTALLATION ANCHOR BY O111W 3/16- CA tAPCC1 t1m= Ij W= MATIMM MiMMaI AUD7 e0a1 U TARIUM TT � 1p AMMON MINI Q a RFMC R LOON m tIR IE AOL HONOR v "Ir WM Mt WEIMAR UAMCM eMTMum MOm ROR To EACK M ALL r•A1et HONOR R RAN uIM CMAe M PUNK" a ARMI O 113=401 Or TOOK OUCr 000M Q O NOT UM M A101O1 OWN. UN MOM WRNW URM WIN NOT IAALa WM TOM THE ARNQMAN ORIONIN= am U RM NOWT Km mt m uler WWASS ms xla A aOWIwtAKa TO FWMNM &MM 1) eOAA� !per NINE ILAiO . mm App"I" TTIMOm elAf t1e0000 MAT MM101T NOI ROAX?S NiLASUI K 7 Ae1M I�sA WO OIMRDOOR a) ALL EAO M AMso IRS NOT Om VO TOM MOOT 114131AD ee 11e120 WIN w MWW o' avrllOKt toom 10 rwm m edr ORmOR sm mm mm a am / 1ML OAMm AR m ■ KA M WIN A SMALL JIMMY !IN WAVIL OK STRIP D A Itp) SHIM AN IMObI AT EL tT V MOL A1 MIAIM AMOKOTL VA 10M'a2 am MOO m R 1/4'. 1I Al WWI AR1 MOOT WIT t YANK v mil Mln" wIDIM1 ' 1 ofm "Ir elms" No" Man AIM Y ARCIM m T® MHO. AAPWM OOIIeIaRAiIONaMR As Ln= OR aMTAWTOK awim 1� ACT ALL CMVMUlaOOM K121m NOW AN BON OR m WI M. MONITIONINNALLATIOK RCIOM?-e' • 11aoR ffW Oe1Ml ANIT 10 POOWAIM OF ALL A/r11oeD KCMYMAIOR 1a)j w Al1OM2 tPAOM RTKOM rArml Mope m Rs M OG Iq mMo a2D MIXING am Ono O MIDI► IRSPow ALae AraRO 10 Lm IN W HOALR la NefN HxAM ■ aeRMtm ■ aooe rNMN RRRICxaN. tRs AIO Rm a MvnmR+ Ieon1 m AOt�e 1-aAr RAN. bmam" Im anum1C "AM ro ow0. nol em"m • ar an MAX a ONE BY wow aICH By OTHERS TAPCON INSTALLATION CHART CALL DOOR Up To ♦e Par el Par UP TO Ir TO 4e v in SIZE SIZE n PST row ro 70 7D PW n TOm To 70 Op Pw UP PR OP m PST PS► OP SOMA m OR xx m X m J J 4 SMYAOOX30101 OIL xx MRBmO E e a 4 4 J J 4 4 B B loop Xq Ox; Id 120 X BO • e 7 ♦ J R a mm M4 OX. Xx m X w J ] J a ♦ S e eow XOl OIL lot 72 X w J J 2 a 4 S e som x% OX roc w x De 4 4 5 0 ♦ 0 B •Ow Om 101SA x m a S • 4 2 ♦ B 120w COW 145-aA X m 7 7 • 11 4 ♦ J J ♦ R e S leow Do 7110 DXo 1B1-ar. X goB n-wo x •11 B 10 a a a 4 B B MOm am IHO-AIa X w e e s a s e e 12000 a m 1♦B-" X w 7 B ♦ B • IS; A_ Mir too m,a•-WNyn x BO e e e ♦ i i e 120w XIX 143-ap X m 7 7 B 4 J 4 B IBM )01 IIs-•p X m B 10 11 4 2 4 B IBM IOX Hew x oe e a a 0 ♦ 0 e s m IOx IT of a S • S 4 e • 12.01910 lex 142-Mp X M 7 e �' e 4 • 0 Nk 1 1200 CG4 lum M1 144-000 x m 7 7 B ♦ J 4 S in" am mot InX m D 10 12 ♦ J 4 B IoOm WOOX IDIOM Xx 120-1x w D • 7 a ♦ e e 12om mom. Xxxx 144-SA x w 7 B 14 0 4 B • w 1-1 .• t11N. r MNTOM Mont --{ A X it _ OR M ORMASONRY aTICC9 muc B11E)1! Gry 07" By OTHE7Lt A gem w Bu,o';m EXTERIOR ELEVATION sIoMO Duns OCCR km 11w NaTAILATICI ANCHOR ' 3/1e• aA TAPCOR 1.1Ap Q: •11FICq •'C'� %: V A•�-� 1001L K•dM6►U NIX •►b111E111IM• a =1 tt• u 1n�s n'•,. SERIES 420/430/440 SLIDING GLASS DOOR INSULATION DETAIL OMi 'N/A BB 02-7o d+. K� 102/20M B GEN=0024 �!� � butt � Mlb>• �A ! b tli��L 11� �! � b��l Rom• A b1t r fA! b � kOa TTD /r WOOO SkKK AMCHCH �r OR 3/Ie- oYl To'Cal r nKu ^Q3 • 13-1/r O.C. MAX /Y an h0ot1 2 1Y { as 2 I s WD00 slxx By OTNaRS tin How 16) AS (su NOTES) b C STUCCO By OTNT P~tl CALAX 1 OTIIOIS 0" n 1ttAp QTWON CLAZMG — (SIX Norts) OR Daft AS rem — 11LSIALLAIM AA04OR (SEE NOTp) 1* salt. •Ram MASONRY NRY VMO � FOAM —� oratllo By onon T r OkAaK 1 / (st Tom) 1-1/•- MK 1 ►O01RTER CAULK — 1r OrIgm snxw — BY OTN[113 DOOR fct6TT I DOOR 11101114 - 1—t •-IxYL r INSTALLATION ANCHOR CHART %Fir]�/t� 3 { 1-1 Ifl1. CALL DOOR TAfCa1! SILL M�w IAW 1t0at SIZE SIZE IN Rs 10 •{ pr In ►Sf V Ta M K u pop" V o"Wis CONFIGURATION INCHES a rsr 10 w To 70 a low b TD h Te I'r TO I Op rs.or •w Or Or tf or OP a 60es 1m. 01L >a w I eo 3 a ' 3 3 3 3 • • D VYASOOwr • of OTHM f10ss Im, at III 72 x SO • • • . • . . S sow so CA xx w x 00 e 3 ) i / i 3 3 e ♦ soeo 11 OLL a 2! w 3 .3 3 3 3 • 3 • ♦ e {D e sOSD lm• OIL xx w If so 4 ; S 3 BOBS axo, 10•-IA 1 e0 1 • e e { D /t0 sn TYDDO MI sm b1011 7/Ir OB► 1Im Ox0 tU-2A It w 7 7 0 11 7 • 12 0 14 , ( S S TAIOON 0 1OOse 010 Isl-aA I OD 1 10 S e 1 S S e { 0 P rc! ! 70BO 0" 9= ORO h-Ih I so 106-IA x 06 D e • { 1 e 7 { { /1O.e 11w0 0pto 1u-lA I w 7 e • e 10 12 { e MA,L M 011�13 I- 11 13 1{ { x •Cex fmt 0/w tw-AM x e0 S S • e { 7 10 . . S D NsrALLAl10N . D ANCHOR 120" NIX tU-OAA x w 7 7 e U 7 0 1• • S A saltw 1e00 m 17e-ww 100 a 10 S s 12 S S • 3 • 76s0 )OI w wo It w 0 S { s s • r { e flow w e f s e • 7 10 11 { e CAULK Kfl11Dl 12000 )mt = 1172-BM11 1•I-.A1 t M 12 13 bw 9)Cf • WS'Y Oro{N0 BY OTIRIIS 1PON am loco &A 1M-1L1{ x a1 7 1 • 1 0 10 • 1 0 Ieas0 Olca =a 1.2-IA x 00 • 11 12 to 13 Is 1 • S 100e0 f- I I "m 120-&A x w e e 7 e e s s IM aa& =01 144-►A x w 7 e e 1 IO I1 e e 1/.• MAX 7 BY { an - 1 1• t 1• 1i { r SPAQ 2 xe11Om etx:x 0Y on/Dn SEC ON B-E (1a "OTT I•) CONCRETE { OR MAsow. 0POD10 U ROIALLY APPLY (J.UWG 1 1 4 ' 1 d 1-(OA /�11 sm tTiam 0" a °. a° i t onus URDQ SU OR SET SLL IN 80 a COMCKTL 1 A A CAW( 1EtMEDt HOOD vWK k 4 • MA3" f OPOWO V By 01HUS SECnDN A -A t16TA11ATxM ANdlal d 311r DIA TAPOCH COOT W WWC MINKM ALLOT MIS INCOI rW9 11r21AtLAIy AIIOIDR2 0 AL DAY K t/ >LIYY10D.1 LOIIII 10 ACOM 1MA OflmADn O rW 1xO 1MlOM/ OI 19A7<t. a W t IgrAL1Aam M0106 MUST IN O wome" tom A AOWW A 1%l Ot@IOf1 Cr 1• MI) "a N mw aM" kA.R tAMXM "UUAOW AM"m rMMf 4 MG1 M YIAr[ fIl • OK Gtxx rw rlaRtra 0La ARaIO Ormulm t1 cow { IF OLKI OOOI I$ 6 MW LAIIW M {6DLLATa1 ANON O.MC RISE A1010I RIAYxIT LARD WN WIT LAS" Oa ION n[ A/107DATt K061 AYO{Ilt 1Wn I) FOR AFOOT NO Wn UK O0101 01►A10 00A 02t • COIROIMArOA p f9WCD OOMIQ ►) VOLUM *A= 00ft 2{10a OAM 40 0HA001IN XWlW •LASS VW1O!i WAY vur rq MMU OWNTI O "MCT2m aUta aMa x) ALL W FACT Afft" MM OW OLSM 10 TAPM ANOW 90" K I Lm UTN A SOUS O YYaMT 10111/1 TO mat OK C Dolnu 1T MIO I= •r 0" •IOL r) MID if11LL CMCRS Mt 10 K RAM wM A MALL ADMY DAM SLALM 17) iNt A{ IMd At fA SLY 0/ OWOU 1IOr AMMON ON LARD KA WN }a MLR[ AUDOD( OIM 2100 10 K ter. r1 ALL OWALAAWN A0006 IIAT K WN OF COWIM 1 1 TA1tT MAIOIALI. IZ� DIDt 11 0 f 110rt>D11e IAONO AA11R AID b xOOrWM n= IA114 ATr10Am OOMIO WOW Aft AS 0.A21tG MOD CM AgYALAAT101 o1M[ t» WI ALL OOI/IOIM006 In= Aqt AR f101M Ot tIq d1AM10 11p[tlpl MSIA LAIKM WcOm 'A -A*. •t•0- (SLL Norts) • "MR •IAf O[TAL AMMY 10 1A2tALAIt01 M uL AAr101m AT1D6• L /0 I( 24• 04 IA) LEY ALLOMAD2 WACMO K714V TWCM 01006 M nut ILL SWING CLASS 000x Mt[1xACH 11) 1CR1 -0faw OAS[ 0"6 OOAIL MS ~ ALaO AAU[I TD AO 0 AAI fO1d "I U0 tO »d MOD WON 10 K IMMY /AIUM M ROWS It LOW 10 IIt MAIODT. CWWW 14 anal HOOK STRIP DETAIL SI♦ICTUK SLOW MIL 1r) W" MW*29= WAOTT D/ fMxt11[r YO K 350 M d EMr�mrMaT sir on1CODntT6 HOW t� 16TALIATKIN ANCHOR 3/19- OM TAPCOt DOOR vol" DOW HDCHT A --- EXTERIOR ELEVATION ,....... I, rr• awR% O b mb in W.IL• CffrLba T2 I" • Pm. on Olin) - mm a )Sill i i * trDw [uurr+a ' 9� #• 1lfT� tW SERIES 420/430/440 SLIDING GLASS DOOR • INSTALLATION DETAIL WIT" TWD BY BUCK of MASONRY �A•h.�u1•►''� 1 12/03/02 1 d I GEN-0027 zz u#pu WA vo,vv N FM GENERAL ALUIi NUM CORP. FLANGE HORQONTAL MULLION DESIGN LOAD CAPACRIES HORZ EXTRUDED ALUMINUM TUBE MULLION 91443 8H S�8 WHEN USED FOR MULLING TRANSOM MULL SPAN)- WOW. MGT. V 53.000 61.000 74.000 80.000 90.000 96.000 106250 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 28 19 50.625 168 112 65 49 32 25 17 54.625 168 111 64 48 31 25 17 55.6m 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 84.000 165 110 62 46 29 22 15 NOTES: • CHART APPLJES ONLY TO EXTRUDED ALUMINUM MULLION 014451 HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN OR LESS • WINDOW HEIGHTS SHOWN ON •Y• AXIS OF CHART DE910MATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT INCLUDE TRANSOM HEIGHT. • READ MILLION SPAN AND WW=W HEIGHT IN RICHES. • DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. • D68IGN LARD C APACTIES SHOWN ON THIS CHART DO NOT CONSIDER ANY STRENGTH OBTAINED FROM FRAME MEMBERS OF AaIACE T WINDOWS. • Dnm - L1175 • CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE P W WtED BY:> ,owTTON 111E LOWSIANA AVE SUITE 6 WINTER PARK FLORIDA 32789 PHONE 407 0224334 U FAX 407 I =-M %04104 7p"f ti+•no CaIV= 29.Ir► W 01-1201 ;TALLATION CHOR rP.) #B SELF TAPPING SMS (TYP.) MULL1V1� DIE NO. 1448 SECTION A- A ILM MULLI^" ANCH BRACH WINDOW FRAME JAMB (TYP•) MULLION ANCHOR BRACKET INSTALLA ANCHOR (TYP. ) M0: GEN-0457 MULLION DIE NO. 1448 TWO BY WOOD FRAMING %%4,01140o a SEE NOTE,92 ;+" .47y EXTERIOR ELEVATION SECTI O B- B � �• NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1448, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. DETAIL AT SILL IS SHOWN, DETAIL AT HEAD IS SIMILAR. 2) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING 010 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 +62.0 PSF. Pi 410 p IV.*G\r: r0NAI-�.•`. GENERAL ALUMINUM CORP. CARROLLTON, TEXAS m FIN VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1448 1AFSk ---- D1t 88 "^"a---- i7/n5/n2 ---- sr" HALF ""n ---- loco MOtGEN-0437 ppo4 m at Pamu6t Zoomum aaw.. vim w mmo m- m" Pont. na m no Mme r.x der-4a-"38 MULLI^" ANCH BRACH WINDOW FRAME JAMB (TYP•) MULLION ANCHOR BRACKET INSTALLA ANCHOR (TYP. ) M0: GEN-0457 MULLION DIE NO. 1448 TWO BY WOOD FRAMING %%4,01140o a SEE NOTE,92 ;+" .47y EXTERIOR ELEVATION SECTI O B- B � �• NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1448, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. DETAIL AT SILL IS SHOWN, DETAIL AT HEAD IS SIMILAR. 2) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING 010 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 +62.0 PSF. Pi 410 p IV.*G\r: r0NAI-�.•`. GENERAL ALUMINUM CORP. CARROLLTON, TEXAS m FIN VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1448 1AFSk ---- D1t 88 "^"a---- i7/n5/n2 ---- sr" HALF ""n ---- loco MOtGEN-0437 ppo4 m at Pamu6t Zoomum aaw.. vim w mmo m- m" Pont. na m no Mme r.x der-4a-"38 N GENERAL ALUMINUM CORPORA77ON VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE 014U FIN VERTICAL. S.H. SIZES WOW. WTH. 3, WOW. HGT. V 18.125 25.500 29.500 38.000 47.000 52-125 25.000 1245 1151 1151 1151 1151 1151 37.375 469 383 380 345 344 3" 49.625 235 184 188 152 141 140 53.625 183 142 129 115 104 103 54.625 172 133 121 108 97 96 62000 115 88 79 70 61 59 72.000 72 54 49 42 36 34 84.000 4d 33 29 25 21 20 CHART APPLIES ONLY TO MULLION •1448 WHEN USED TO MULL FIN SINGLE HUNG AND PICTURE WINDOWS READ 1NUdDOW WIDTH AND 1-I IN MICFES DESX;N PRESSURE VALUES ON TMS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD 13E ChECIGEDE IN EACH SPECIFIC CONDIT10N1 Drum ■ L1175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILDING CODE PREPARED BY: >DwOoucr TEC"NoLor+r CopwooRA770N 1150 L.OUISIANA AYE. SUITE 8 WINTER PARK FLORIDA 32759 PHONE 407 =4334 / FAX 407 622-8335 CA020037 28Jan-03 01-1201 ��', , Q ''�Q,y a41 �lcj /"oo�0.1-vlj ° ONOO poorbolo N GENERAL ALUMINUM ALUMINUM MULLION, DIE #1"2 WITH NO REINFORCING BAR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL SH SIZES WDW. WTH. > WDW. HGT. V 19.125 28.500 30.500 37.000 48.000 53.125 26.000 1062 987 987 987 987 987 38.375 410 340 321 307 307 307 50.625 216 172 158 143 133 133 54.625 169 133 122 109 99 98 55.625 160 125 114 102 93 91 63.000 107 83 75 67 59 57 72.000 70 54 49 42 36 35 84.000 43 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 1442 WHEN USED TO MULL SINGLE HUNG WINDOWS AND PICTURE WINDOWS. READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULUON AND FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dffm - U175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPUES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BOILING CODE. PREPARED BY: PRODUCT TECHNOLOGY CORP. 1150 LOUISIANA AVE., SUTTE 6 WINTER PARK, FLORIDA 32789 PHONE 407 622-6334 / FAX 407 622-6335 ,00�`�•tesGttt•��'` • o N'Q q � a ■ r 1 D o• /`p � � I• V � 211 10t j, �30 9 Florida"79g6 CA020140 18-00-03 02-0808 INSTALLATION ANCHOR (TYP. ) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TY'•) Q SECTION MULLION DIE NO. 1442 v EXTERIOR ELEVATION I II I I II I I II I MULLION I I I I ANCHOR I II I II I BRACKET I I #8 SELF TAPPING 5MS (TYP.) e v v a a a CONCRETE OR MASONRY s a a SUBSTRATE SHOWN, WOOD FRAME SUBSTRATE ALSO APPLIES NOt GEN-0454 MUWON G.A. 25 DIE ' NO. 1442 INSTALLATION ANCHOR (TYP•) v SEE NOTES #2do13 QD SECTION B- B 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 be SILL. 5) 1 jAOF MUWON AS SHOWN ON THIS SHEET COMPLIES WITH THE 20P4 b G CODE WITH 2002 REVISIONS. IT IS THE RESPONSIBILITY Q� INE COMPLIANCE ON A SPECIFIC STRUCTURE. :* Q� C �r GENERAL ALUMINUM CORP. CARROLLTON, TEXAS S -. •� :.� FLANGE VERTICAL MULLION INSTALLATION DETAIL FL 9-11-02 A REMOVE ANCHOR SPACING DIM. BB,, 1p10- DATE I SYM. REVISION BY "'isosoog"�� ALUMINUM TUBE MULLION. DIE NO. 1442 BB era _ --—8/21/02 - - - - w' HALF M►n'---- I m NOtGEN-ws4 _ _ — ----....— — — ... � ft : per-mn-am ru �F gat INSTALLATION ANCHOR (TYP.) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP.) lol SECTION MULUON DIE NO. 1442 II� J 1 A, EXTERIOR ELEVATION G.A. 26 1"o "'o' GEN-0459 �1 MULLION II I DIE NO. 1442 I II I II I MULLION I I I I I II I ANCHOR I I I I BRACKET I I INSTALLATION ANCHOR #8 SELF TAPPING (TYP.) SM S (TYP.) c o v v a a v o 4 a 4 ° 1-1 /4" MIN. SUBSTRATE--:---- ° a EMBEDMENT SECTION B- B NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MULLION ATTACHMENT IN SECTION B-B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING tIS y,iiF • i FPR ERAL ALUMINUM CORP. e •••,CARROLLTON, TEXAS ST SILL MULLION INSTALLATION DETAIL b av =INUM TUBE MULLION. OIE-NO. 1442 01t 88 "�RVDe _ 12 05 02 :.�� T}alE�'�3 �a i NR/►T __-; soft HALF t>wo GEN-0459 R tipI wr. 119D IAIr111M A+R- mm p"K RDA" a!w pmm 40-40-w" /Al �07-W1-i17s G.A. 28 MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) X 0 INSTALLATION ANCHOR (TYP.) #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 SEE NOTES --I #2 L R3 MULLION oD a DIE NO. 1445 D D MULLIONANCHOR D a BRACKET v i INSTALLATION ANCHOR (TYP.) 4 D CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE D ALSO APPLIES. v 4 FRAMEINDOW HEAD ® SECTION B - B D (TYP.) SECTION A -A NOTES, 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACJiMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL �8if`11 LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA DIG �M1/j H 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERM "Z% _ON., _ SPECIFIC STRUCTURE. r r • 34 10 • ✓ YLPr EXTERIOR ELEVATIU 1 NZI �l'.�°�� '.•�ti I S'N' Long PVMo M P MW lsa.naP w. UN LME MN Aw vrry rNK MOM snw Pot 40-4le-U24 r#a or-r-us 9•m I IW.00 ONE (IT HOOD - WCN tlr Ot�W - INS I AU Aab/ AJIOI0", CJIULR IKTWE(It C.IKx etmLN 10 I ANC( A WOOD all MASONRY O'l.NMC 6Y OTMIt, 1 1/0- YN 4 [NOCOVCNI YIHII.f 1111 CAIAR Br onna - / EXTERIOR sill w 911 PI NWT It CAi x by O0K11 ----------- ffI1CA a1D IN--- n,ANOC TY1'E wkww IWAA/[ JAMB PE"ATEA CAL"-"- By OntRs 0I140010 1110111 EXTERIOR MNUU* HC1. f d Q D 1'M! C•11 SAL Or OP(RS ./ CAIA ( DCM ICH MN00W FIANOE R PM CAST 9LL MIN NAA1M 111 ADHE9K CAVLR O1 .lLStIION 1 Al"OKD EOUAL I) 90M / REOD. fOR LLKUNG. 7) WVOOM FRAME MATERIAL ALLOY 6063 5 CAUI,f OCIIIND MNDOW FRANC( AT ICAO AND JAMDS. 1) CAULK FOR P[AIM(TER SEAL AROUND EXTERIOR Of ONDOW RANGE S) DILcN PRISROMIS 9" ARE Sh" OI IIIA11011 WAOTT MBi PRfSSMS RA Q&% TNICxMSS M!s! K DEMNED FUR ASIM-13M CASS OVA? ADO 09 SWLIR YI10[ WIST IT V9D ION MSM O) ■ORE WAt" 19951AHM LIST ROt/OLMT Or IS! OF 0901 LOAD APVLLS DIM 10M RI K LAOTLD 10 100D R, OUL TO WATUI IM PRESSM OF KO PSI A01100 ON TUT 1) NSTNLAMt nAkU M" 09*9 N 0011r 1[ 0 kk&WY OKMNC IIS1A: 7/1I' TAPCON ANDIOI IF SA(W"t LOIGIN 10 P*"M NWAR 1 1/4• L.M6OOIt1101 IM WISMAR AT LOCAINK 9QIri ON OtMT 0) 1 1■16CI tll OpW 91L 6 NOT USfLD M A110" OIMT• IIY A11O101 OUANOIT USRD WM KLAI URMH 9Q ONE BY WOOD MAX ByoniR 1 t/■' MN. -' "- "-- It 01,11141 -SHIM O RUM p 4 CAtRx BEIWEIN MN00W f10" . SF( 11ON 7 _ MHTIDW _ IA>,I �_ INSIALLAaON ANOIPI CAutx KrWEEN WOW omd • MASONRY OPENKA By 0"It"s 11 I si -. -� ,Ef E 111I LEVA VILWLU 1,140m EX ILRIOR •• STATE Or .• _ iA w .•/�ORIpr. V r �J J E� /If111 /O NAL G.A. 30 SSE ANI ALD OS8 A/0 CALL WINUOW CLASS OEM CLASS L 91C SIZE ((NCHES) FRSSURL TRUSS CAPAOIT M PY WAOt1 It n 1/0 . N -M -N la I. • In . N, On -Y -!o -•0. P.. t0 In . 11.11 n -71 -71 -11 In . b Sn _. -17 -IIr q 1/0 r Q -q -.3 -IAr 11 • 1• In . n -Y .Y -nI )0 )n -9a -s0 -1. nIn ."6/0 _u .1 -Im In . 1.1/0 -10 -00 -!Cc fa 1/7 . Y 1n -41 -tl -100 I..) n1 I• In I7 -.e -.0 -II 1w n 1n . 77 -40 -.0 -q I .64 Y fO.i >e In to So.1 10 In r At 1A .1 41 toN 1.4 30 n . Y In -I1 •.1 -n 70..-. 301,7 . s. On -w -a -11 a.11 b'17 . tl l/a fD.1 AO 1n . u -10 -.0 -It 70.■ fO 1n . n •.e -.0 • N _JI VLsiS_ _ _'L- 71 1/ a 10 -51 -11 -Y 1) 7T t )/ In -•e •a -Ir f1 71 t Y 1/2-40 -NI •01 J... 11 t M /n 1.•) 1r a AS 1n n 11a63 -IO.0 07 n 37 ■ rt -.o -a -07 -IL _A(S14 - - -11 .121 .1 . n -O -.-.-1 -0 136 . •/* r7.10 q 1 N It -•0 -a 'Y q..0 •1 1 u In .11"? 41 ■ 71 -•0 -40 -w �! fL• Qm to Qm U 1 >• )n -40 •.p -a" .0 r Y 1/1 -.0 -.0 .M.1 w ■ s1 •n -•■ -.-0 at Y a u -40 -.0 9 W 1/0. to 1.1 >J In . s )n-to 74 1n -•o -.0 NH W In . M 5/1 -90 -•0 JO U 1n 101 -46 -.0 - !_ YOOSEF LAVY• 1'.E. CLINSUl IMG !NONEIN ISM IMSI tAr_ WMc 1 100 [ANAL m"l I" 1 (f1.17.0-0W0 1:LT ■)Mo-OOI/ ILONIDA LICENSE I e7371 ;moo LSOtI IAPCOI ANOIOR LOCATION AR LOCATIONS N P9 -IOI Ac f.eN• 1:n, -1u lC -170 .,C 1 p11r OJ.I.D r'I oA11.1 • Af I.pnr 1c1 -IDD AC ION• (. ;.c LeN• LpIU •q . Y ,( I.c Y AC f.ON• I r oN, ..e -Y ..0 IANI •I A( I.pIII -7/ .,C I.cm1 -n Ac /014 -77 .1 IaIU si .c rem ! -71 •.0 I.O I!• -.0 -w .,c - .,C Iall• . . 1 -.0 - .e _U •.f AC I,ON. 1 I.O N! _.0 &A ION' -.0 ..c fort, Ac r.C,ll 4 ..0 I.aNI - AC Lan1 AC /0N1 A( IOH, Val" AC AC I,Q)11 1 AC I•aN! -_ .,c r Dw 1 Af I,p,1. Ac I.ONI ION! AC f 0111 IYIO.■•Y•y�• 1t♦.lO rOla •11r0 ti- ASSEIdY OPANNO >tris 1tv/4%V/I5ra It 0 rd 9.4A N1J.0 AK IV N/A y .v..uu Lui��.ci1lJ I.UUC llnllne Page 1 of 6 �'o'.tiu.`.i •: -,'��iF:c"':'k �' 3'tS'•a'a`�'s'-�'r-:7`S� •r�:..t'.::il: .L`g—s3C.c'� Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff B P P iee "� Product Approval t. 101 ice, USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail Application Type " W. � �+vim • - - Code Version •.�"ot�-� "G�oo�ss.•, ,... ,�. - t�„e,�,e��t Application Status ,Lr .:o,Ilo ycgu, wii� Comments gs� Archived Product Manufacturer Address/Phone/Email ,Cq" �E= Q"siLfic,ss + :130..P- U slec " >� Authorized Signature s Technical Representative I-WMSR s __per� Address/Phone/Email it s "0 Ms.Rto-'i�.i ]LY�l EF�� Quality Assurance Representative r .SEfiViC, M-11_ -- ti a"cyx Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) FL4668-R1 Revision 2004 Approved Masonite International One North Dale Mabry Suite 950 Tampa, FL 33609 (615) 441-4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com PLANS REVIEWED ""ITX OF SANFORD Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Standard ASTM E1300 http://floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgtAcGSvedS%2bbvQu... 3/28/2006 ASTM E1300 TAS 202 ; . Equivalence of Product Standards Certified By Sections from the.Code Section 2612 HVHZ PI Product Approval Method Method 1 Option A Date Submitted 09/14/2005 Date Validated 10/16/2005 Date Pending FBC Approval 10/01/2005 Date Approved 10/19/2005 F,nter(:Ty- E.nrry ��DP�1`�L�pn`r..i--1Fai�tlart'rolriill�in =- F I SERE -ASS DOORS C S` 0 0 N N N m N o N o o�o 0 N 0 0 o No 0 0 o 0 o 0 0 � o RIo olo 0 0 O O O O O V G S'•- o = o 0 0 0 0 0 0 0 0 0 Y'9 b U9 M) L�! N N ly(1 Y9 In N {1'J m 31: Ob N U O 5 O 5 m 5 5 m 5 U 5<< m m O 5 5 5 5 m 5 5 m 5 m 5 m m 5 o 5 L> Id_I�I_I= R O o 0 o O O o oII O � O O O OII CII O O O O O OII O oI`1111 p o o OII O �- VfI- - - - N�b b 4l- - QI cI�IT � YbYI �I� ub'a Mbi MNfIN �I� aIv ` �ITIs O O O O O O �= N ✓fI YNsIKNi SIT slvlr O <�•UC C Y'fiblY'9I LL'f 1n�11f YI�h�O�T vtO mo mo o mo 0 0 om om b I b o o e o b b � bi b b b b b n b b b K) L 6 a n �-� .I! r - r n n n n n r rbi r .� n m%a n ra rmi Q� n n Q O a ry C w Y tT m IT T � O 91 O m t pm K .Ki b � n ti N N = L 7 Gl LI 1-1 I— �o olpl 1-1. lol. 1- cI Ip >c o� xol N N N N N N t�IN 0 2:1 C6 p o 0 0 0 o O O p p o o •• Y c= fLJ � s� 12:1 c ' YMtC R. CDP/LUDAUD norms mmereiaD m Dolt cumin CmovoII !0@IDleal mmmmmm a - m mubw a m ar ►t>wm vumte Iwjr xwmmml yr vr_ mannne mncmmm coma L,n,cer Entry Systems FIBEERGLASS DOORS o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 =f v o o 0 o N 0 o o 0 0 o 0 0 0 N 0 o N 0 c o= S -gip � o g g g g g g g o 0 0 0 0 0 0p o o 0 0 0 0 0 0 0 0 0 — 0 0 � 5 RE I-ldd=1=1- I I I I I I -- I I I I I I I I a=_ a o 0 0 �I �' NIN o^ o .n `.nl ml.n �I�Im .n lu"'•. o o q Ro 0 0 0 o a m R NINI ImIN o o Rl.C! IR a �" o c' e 0 1? O v 0 0 0 CD o N 0 N N NI—I� —INI—IO�_ —I—I—IflJI_1 �• -J � NI �I{7 — - — tnl— 1n {!1 m — E. e •I „ e .#no - - (- -I -I- -I I I -I �- plplol IpI CD I p pI p I K 1111I1 I_I al o No _ _�� a a PIZFLfwPG r. :nL _//// irif�fil�� rn. . It-" M. COPAAAM/UM N.a¢ w� M.—.YW. i. 04S � I � V.d= -�. W kft=azkm - r an=k Uma M1 Mwe"te abdt. Innsoniumml mm. ►eseatuu ta�1 ratttee . -_ , -��5`"rQ stndcts ,,,,Data Review Certifigt. certiscace �025447c c: =a_'� -_c-r, o tCeS:'_ .Z.e�_ Z - 7caC S: �C uOC; :�ten_Mon 3,azzlit0�.- T Or Door ..Oc=!C.S 0: .0 _ below to de:ealiye -tee an�ropr_ate �.esi� lcac _nd — la.L Cv �yL-Dad'-10i 'D= �� - �r .OtoC0I _ . - • -- _ . DlitZ;^_-w^s _ +l-N� :Or Dlc3- . .:r _ -ocuc: me D��.Ianllai for P „ une t_- �PS :Lat rr --• _ ��- rn :ec: v, :Tc.. �IaScnite Le�cate Gc Pero�ce sneers (CGP' - = S� won -all- e� G3ti '?" llcl spec _e3 herein. The ar•'- c. e.^. �lat-;CZ!S (UnlOuely n'TT'DereC Dy 7r0Gilct rnode.i DrOvldeS =_-er1 or each _ ccalc: Model review Mcic=�, o t;le -ws: lac e - =' _ :far- _--i'�, �C: r i0II _ =Sta. a On iO%uat and raimi gs for des'= load and aT_+D11C3O!11�� Gr ;ss:le lac: test. ��l a��;c�Die GOP's ane :Yaat.-ices L7L'St Dz3' -.te Yv�:10C: Enterffv Entry Doors �7000C: ''viper_:,. Wood-E"dge Steel Door _ Metal -Edge Seel Door (ylatriz-302.644 C-002) Fiberglass Door ('Iatrix =3026-4`. 7 C-00-'; _-ud7lr�o ,2GS no 22� n?:OtivGe^-?� r 0� conduce'.:71L ha-� mGQ° no L':ZCMD. x Ve. of ne acic �:1077Ii �^ : 2 T?V1--i1/ JfII?- i0 :Ie�,r7Ii7.f _orrez: T°`c.^.Z:i'-07L� O u1� dczc.. a1..71a� +TuM r:ViCw 0, r".Zew xGrai 0e;=Drrrlanc2 re— once arc �:.; , ^„ ril'Uvar'ior, or wazer 7eT:e� LZon z_sr rerul T. :O: APR-16-2003 WED 03:49 PM TRIM PAK FAX NO. + P. 02/12 PREMDOR DICKSON 615 446 1229 No.1918 P. i/il t> oat To: Masonite International Corporation TECHNIC,A,L ADVISORY PD White Date: April 16, 2003 C*-of Oviedo, noti& (407/97 7-6027; QW977-6025 fix) From: Kenneth R. Imhoff ce: D, send (407/957.6234 fat) 6r. Ptvjeet Matuger — Exurior Door Produce: & Barry (913/992.0914 fax) kimhofP@roaeanite.com 615/441-42550=ee $13/3354171 vwbile 6151446.7229 fax Subject: Air & Water Performance Results on Exterior Door Units Submtted for Permk ing by Engle Homes. Reference; Product Approval Sheet's COP-WL-MA0101-02; COY-WL-MA0121-02 Indepantly Validated under the Warnock Hersey (WH) Mark. It is our belief that the exterior door units definod under the aforementioned certificate of -,performance (COP) sheets comply with the 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 :°FA202 performance guidolincs. PA202 procedures include water penetration in ,-accordance Ndth ASTM E331 -.Standard Test Method for Water Penetration of Exterior Windows, SWights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference air infiltration in accordance with ASTIR E283 - Standard Test Method for .Determining the Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Spec f ed Pressure Differences Across the Specimen. Masonite certified test report noted on page 2 of the COP sheet (NCTL-210-1973-1,2,3 / copy enclosod) epnfirr„e that this unit achieved no water penetration at 8.25 pounds per square foot (psf) for door units designed to swing out Door units designed to swing in achieved no water penetration at 2.86 psf. The test report also confums that this unit achieved an air infiltration rate of 0.03 cubic feet per minute per square foot of crack (cfm/ft2) for door units designed to swing out. Door units designed to swing in achieved an air infiltration rate of 0.18 cfm/fti. Thank you in advance for your fwtther review of this information & let me know if you require additional information to resolve this subject. Respec ly Submitted, fEAc%a MasoAlte/Prenldor E:ierior Door Produete - One Pramdor Drive • Dickron, Tonoeaoee 37055 ArTok, Caetlegatc. Celco, Colorado, Dccor, DorFab, Entergy, RveTereer,, Johnson, Monterey, Onl:ornFt, PremvU. Rothman Univ-.raal, Royal Mahoa2nv Productt, spun -Rite, 5yoeialty/Baylite, stcelwood APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. + P. 03/12 Apr.lc• 2003 3,34PM PREMDO"r, DICKSON 616 446 7229 N0.791E P. 2/11 Prcmdor Entry Systems -3- NCTL-210-1973-14,3 (S)(F) STRUCTURAL TESL RESULTS MMM N NO, IS (Outswine) PARAGRAPH NO, TITLE OF'I= MEAsuRgD ALLOWED 5 2,7 Air Infiltration 1.57 psf (2.5 mph) 0.02 CFM/FI'2 0.20 CFM/FTZ 521 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior 1 Meets as stated 76.0 psf interior i Meets as stated 5.2.6 Water Resistance (5.0 GPH/F11) WTP - 8.25 p3f No Envy No Envy 5.2.3 Uaiforta Static Air Procedure Pull Loads 114.0 psf exterior 0.041" 0.144" 114.0 psf interior 0.124" 0.144" STRUCTURAL TF-ST RESULTS SFZC><MEN NO, 25 (Outswrinr) PARACRAP i]� TITLE OF TEST MMWURFD ALLOWED 5.2.7 Air Int1hration 1.57 psf (25 mpb) 0.03 CFM/F a 020 CFM/FT= 5.2.3 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76:0 psf interior Meets as stated 5.2.6 Water Resistance (5.0 GPHTtl) V1'TP - 8.25 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Hull Loads 114.0 psf exteriar 0.051" 0.144" 114.0 psf interior 0.147" 0.1W .STJRIJCTURAL TEST RESUIM SPECrMTN NO. 3S (lnswin ) PARAQ,j&&EH NO-L TITLE OF TEST ALLOWED 5.2.7 Air Infiltration 1.37 psf (25 mph) 0.I S CFM/FT= 0.20 CFM/tT2 5 2.3 Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meets as stated -2.6 Water Resistance (5.0 GPH/FT') WTP = 2.86 psf No Entry No Entry 5.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.143" 0.144" 114.0 psf interior 0.039" 0.144" nuu-%z�-�uuc i nu uo , oo rn i rt 1 n rtlh r HA NU. 4U f t501 gC34 F. UL/ Ud AIN IN 0 j .0 Prolt-"lonai Enpine-zrin;; 6-orvices for Developers and Builders of Residential -Housing P.O. Bor 69J4 Tliu:vilie. FL 32793 ' Phone (407) 269.&WS' Fax C40T) 21I9-56A8 F.T\'C:ittl� _*L"fi_fl' OFrRnDT► T Ar,CF PTAN;- iE! 3p9joo ;tti} sc:t Corporation 516 &mi Santi Ana Strect P.O. RaN 4M ;n;be- m, California 9290^4250 D.KSCRT?'J•JON of kINr r Modc) 1>csigmt:icim Kwit sel and T ttan Scrics (Crlind.-ical U;ks) Mavirnum Bore -"lt'n a I" Cross 13er_•( 2.5/8" or 2-314' Backstt ) General der:ripiios:: C)•lindric:tl bored rpe lock I 7c ;led 'cr; ! mcri:an Test i,.',bs oi' South Florida. Test Rtrort n L.Ti., 0212.0 46. 0212.04-96 signed and sealed by Wiliam K Ca Test I-A�d Dcsi vn 1-mid (l-s if?S D.i5.3oC boll) 86.0 ps` (t'�uTSvtrINGJ _•IItN (requires �Ni lut. tl t butt, r�'y�'° .Ri 1A'$'i.Al.',.4.'f'?Gig /-1ti'Ci ANCFIU7ZI(tiCT: See re�•erce side this paRc _ e. t4o. 40116 , 1. A ; o rd f;,r t sc ir, }c>rlttio:>; adh:sin� STAF OF rf� �, to th.. S.B.C.C.I., S.i-.i].C., S.r.B.C. Brot�•ard Edition and «•he.•c t,�c��tr� re.C)uiran-a-mi:s et, oeu.rnlincd by.ASC.,F. i Minimum Decica Loads for Buildings And Other Stnlcrilre•c' does not Fr_ssur ratinLs iisttd aboi•c. 2. Th: Gradc Elting of a lost: is not Nrtinent io simch:ral nes perionsn--c relates to HarricAnc I Fvincl Cnde Compfi 3, Mn:,-,' be usr�l on ec4i doors to d_siLyn pmssuscs ceusl to or less Cnan t6or-- 6honT above. 4. J:1y�iication for buildinp, fntti,l &hall br accompanied by a ca; ' of ;:.ic appro:•aL nuv-c,�-cuuc inu uo•cc rri imin rnn mA nu. yuiooroci,4 r• u6/uj INS'TALLATION OP LOCH S'E.TS PER TESTING Acceptance W309400 I�R � KWIKSET SERIE.E J PROVIDED KEYED NOTE TO $IJILDING INSP=CTOR THESE KWIKSET AND TITAN SCHEMATICS ;,RE FOR FIELD INSPECTION PURPOSES AND REFLECT TESTED CONFIGUP.ATIONS. DETAILED .►\ISTALLATION INSTRUCTIONS ARE PAC'',AGED WITH THE LOCn UNIT C ►TECH NISW TO or HANDLE SET. L=YER or Kuoe. INDIVIDUALLY, c; WOOD SCRF_'w,�-1/ ( LATCH BOLT / 2 3/3' 3 or 2 /<' STRIKE J BACKS PLATE > PER HWOL" SET -7tl7'.A,V' SEFE-JES pry I•t1.T?Gw<RE THUMB TURN T?c1utG�D z s /Er u^ONW SDRF,1+' fir/• J./ GELD BOLT ■/ 3/e. a 2 .f<• BA:K';ET C j •j iI1::�..! � Yuri , r Ili I srac•� J IjAT,-H DOLT W/ or 2 BACK'�_T SrRucE _� P LAI i wOOC SCREW,/ / OW ea T ./ 2 3/8' or 2 3/4' STRikE J BACKSET PLATE i I/s' :c•cw � A. . MECHANISM TO BE HANDLE SET. L—NER I or KNOB. NOTE TO BUILDING INSP=C C MtCHAN!SMS WITHIN TH= CLOI ARE OPTIONAL TO T i—iE PRIMAF MECHANISMS SHOWN. FOR EXAMPL A THUMB TURN DAD, LOCF CAN 9E SU9STITUTc"D WITH A K~'ED MECIHANiSM WITH01. INVALIDATING THE SYSTEM. OXO �l l e r l Glazed Outswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: a r Test Data Review Certificate /3026447A: 4`30264479; 03026447C and COP/rest Report validation Matrix 13026447A-001. 002-003; /30264479.001. 0oZ. OD3; 03026447C-001. 002. old provides additional Infdnnabon - available from the IT&Wl1 wepsite wv w.eUsemko.conn,the Masonite website wwwJnasonite.carrli at the Masonite tecilnial center. Noie: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 6'8". Single Door with 2 Sidelites Maximum unit We • 9'0- 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 building design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: 9 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: 0=1® — aGn iM 00 - 00 00 00 00 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: 00 00 00 00 00 00- 105 Series 106. 160 Series' 129 Series' 12 RA- 23 R/L 24 R/L 107 Series' 108 Series 304 Series Serles' 'This glass kit may also be used In the foltowing.door style: Eyebrow S-pantl with scroll O akcyaff AR � T • • d 4DOORS ar�'}}rr'�'�''��I l..l•.•i..lr Ir•.. PIBEROLASS ENTRY I.w:.vy r.-s•..•E-0.•.• r nu►1✓�i��.f�de. • N 17.2002 ^ o..un B..•. owC-n.w.p 01"n. el 01—ClIr.M. Mo..Rn .ro Norm Masonite International Corporation "to 2*0 to amv..11nww na4CL OXO f�\L 1 t r , Glazed Outswing Unit ,��\ �VJ\ FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: ❑❑ 404 Series IN ❑❑ 410 Series ` � t 109 Series 114, 120. 122 152 Sanes 149 Series 300 Saner Series APPROVED SIDELITE STYLES: 1, t 0 ❑ 129 Series 200 Sena 12R, 12L , 23R. 23L. 4S0 Series 152 Series 149 Series 109 Series 120, TZ2 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: TESTED IN ACCORDANCE WITH MIAMI-DADE 8CCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001. Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 u+.oeJ1 lire F7m Test Data Review Cert111ote 0302647A: ._ 03028447a;13025447C and COPlrest .. Report VaOdidw Matra 03026447A- 001. 002. DM: n02644713-001. 002. :.. 003: /3026447C-001. 002 003 ....... provides addfoonw Intorrru0on • . aval0pI. tram Me RSAVX wenito (www.et sionka coml, the Masordto weoslte (wwwm wrdta.com) or Me Maserdta temnical center. Oakt Taff ARMC P111eROLASS aSTRY UOORS �frg F.".^i_De.n �E/tt'iwn�e//.ale.. �/i • Ww MnaDMV.m Of oroeocr IMOMIm.nr nu....o.eiemeon., avian ma oroaua Masonite International COrpOratI0n bud .0ma 1. W na. wdr-n II ." oxo o�`' �✓ �� , Unit '� OUTSWING UNIT WITH SINGLE DOOR & TWO SIDELITES (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT C. r BUTT HINGE Fl�R 12 GAUGE) SIDE JAMB PANEL TO BE ADOFDa DURING INSTALLATION SEE MINIMUM INSTALLATION OETAL SIDE JAMIS ATTACXEO IACK•TpRACx MIST BE JDINED uING r x 1? LONG CORRAGATED FASTENERS LOCA FgOM EACH 10O.C.7 ENO MAxIMUM AND T MAXIMUM fS70P SIOD OR n0 x 7 FUi M EAO W000 SCREWS LOCATED 7 FROM EACH ENO NALMIM AND Ir O.0 MAXIMUM (ON CENTERLINE OF STOP). TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD SIOE JAMB (1'114' X 44116, WITH t? STOP HEIGHT MINIMUM) © I (� PBX I•La• HIGH PERFORMANCE LONG FIAT HEAD BUMPER T14RESMOLD WOOD SCREWS OR 6M17, X /!r STOP (3) i LONG X I/r �4•B/t N GMTMUM) CROWN WIRE STAPLES TYPICAL MULLION ATTACHMENT TYPICAL HEADER & SIDE JAMB ATTACHMENT RNGFA,70 NO?ST OP OGXT1,M 000ZL FRAME HEADER O MI I - I I RTGER•10DrtE0 FAGEA."TTO KLM OM WOOD nl r LONG x KAA DM WOOD MULLION I!7 CROWN FRAME MUOFR R•1ITxA•Yr wWE STAPLES (1.11r I Wlf Wml wr SToP WITH 1?STOP NEIGH "Comm)HEIGHT YNIYUM) III FOR TO' HEIGHT OR SMALLER s (a) FOR HEIGHTS GREATER A THAN 7'C' _ B TYPICAL THRESHOLD & MULLION ATTACHMENT NIGH PEJIFORYUFM -*****FF BUMPER THRESHOLD ' RNGFR•AWiFD (W tr x 7Fr STOP ME X" DRY w000 MINIMUM) M4lSN n•1? x .-Yr WITH 117 STOP RNGER.AINTED KILN OM WOOD SLOE JAM0 (1�• x.anr I? STOP SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL IIACKIEDDING ATTACHMENT (DOW 995 OR EDUALI RNGER.IOINTED KILN DM WOOD SIDEJAMB 1•vrvr STOP _fA MOGMn SIDEUTE PANEL A II)A10x T•= I— WOOD TRIM R.AT HEAD Y1rx 1?MIK) �TTAGHED W000 SCAEW'S. LOCATE r FROM WITH 16 GAUGE RN NAILS CH EACORNER AND x YA. LONG LOCATE w O.0 7 FROM EACH OUTSIDE NOTE, USE A10:0• CORNER X 3•3/4'O.C. FOR MULLION SIDE FOR HORIZONTAL TRW AITACNME7n A Ir O.C. FOR VERTICAL TRIM SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT Sic" PANEL Warnock Maway Mma mums. A) I ) . l 1 . I via XJ aI PERFORMANCE up" THRESHOLD Test Oaaa Review Cerdr=ta 13026447A: W000 S(JIEWS. LOrATE r FROM IA•9'Irx 77r S70P HEIGHT YWIWY) 030ZW78: 03026447C and COP/Ter Radon Oi CORMEA Validation M001 003: N ROTE USE FIO X 7 RAr MEAD w000 SCREWS . 002. 003: 13C 6 47C 03026447e ooT. ao2. �3: no2r7u7c-0o1. ao2 FOR HEADER ArTACXMENT ow Drovices additional inlomlanon • avai"le from Me ITSIWM we0slle (www.ettsemko.COMI, tDe Masfmlte weOLle (www.masonile.Com) Of the Masamle tecOnkW center. w E.a.1d.aT L.n June 17. 2002 Pn�✓/ #,/ff�VC/C/� OwF --v Ofo0rsln of Pmollo NAo arnim—nI f1O % Masonite International Corporation atupn -4 Woo= CAW wwa M mH101 -aoA 10ML Q�v o BACK BEDDING (DOW 995 OR EQUAL) 1D1IIr I GLASS INSERT IN DOOR OR SIDELITE .PANEL 1 SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND r.on� 1!8' SINGLE PANE GLASS: 1r1. 3/4. OR 1' DOUBLE PANE: 3/4- oR 1' TRIPLE PANE INSULATED GLASS 1/8' SINGLE PANE GLASS; I/Z, 3/4. OR 1' DOUBLE PANE. 314' OR 1' TRIPLE PANE INSULATED GLASS 2 i HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 1/2'. 3/4. OR 1- INSULATED GLASS. /6 X 1.117 PAN HEAD SCREWS LOCATED 13.1/9' MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM 1.I Pl' DOOR 1.7n6' 'Glass inserts to be sub -listed by Intertek Testing Services/M Semko or approved validation service. 1/8' SINGLE PANE GLASS: 1R', 3/4' OR 1' — DOUBLE PANE: 3/4' OR 1' TRIPLE PANE INSULATED GLASS 11/8' SINGLE PANE GLASS; I/r. 3/4' OR 1' +— DOUBLE PANE- -3/a' OR V TRIPLE PANE INSULATED GLASS �/ Test Data Review Certificate /3026447A: /30264478: t3026447C and COP(Test Regan Validation Matrix 03026447A-001. 002. 003: /30264478-OM. 002. 003: /3026447C-001, 002. 003 ar"oes additional information - available from the ITSAVH wetislte Iwww.eusemko.dom), me Masomte Ober weosite (www.masbmlexom) or the Masonite teutmal center. June 17. 2002 0-9.-M Voa amawb ntoar—o.� 1_ Masonite International Corporation �/ N OX OUnit J` 1 t l l l r I \w SINGLE DOOR WITH 2 SIDELITES 6' 3• 6• TYP• TYR Cl T(P. TYR 1 1 1 1 1 l 1 1 1 1 -T-6: 1 TYP. 661" UNIT Fir UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYP. t. Minimum Nstener Count- 6 per vertical framing member • 11 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. • Width of door unit plus 1/2" • Height of door unit plus 1/4" I T T .T T T T T T T w= P— Test Oua Review Cenifiate I3025447Az 130264478: 03026447C and CONTest Radon validation Matrix 13026447A-Mi. 002. 003:130254478-M. 002. 003:13026447C.001. 002. 003 provides additional Information - angle from S the FWH weosite (vnvw.edsemko.com(, the Masonite �®-eosite (..masonite.com( or via Masonite tectrual comer. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP OOCUMENT 3244•, 3249, 3254' or 3269 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 €10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern oine 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. .LJ l..l•.i..l, r,.+ June 17. 2002 - o..o,. o.... our —anuuld Props. or wawa tlaoro—tva mau¢ aoronaw a M a s o n i t e international Corporation c!"Noo aria Malaita avail lumict to cran" "thou{ MILL X Glazed Outswing Unit APPROVED ARRANGEMENT: �V. ,r. O.� �. ^^'av' hr O '. F FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panel used does not exceed 3'0" x 68". Single Door Maximum and size - 3'0' x 62' Design Pressure +55.0/-55.0 Limited water unless special nnreshold design Is used. IBM Data Review Certificate 13026447a I3026M78: 03026447C and COPnesl Radon validation Matra nM6447A- 001, 002. 003: nM64478-001. 002. 003: 13026447C-001. 002. 003 provides addttlorul information - available from the ItSrWR weba8e (www.awail lixom), me Masomte websne (www.amordtB.com) or the Masordro technics! meter. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actua! design pressure and impact resistam requirements for a specific building design and gaograptkc location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see 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: 00 00 00 00 00 10 00 100 Series 133,135 Series 136 Series 822 Series 1/2 GLASS: -: 4 Mai M. an go 00 00 00 00 105 Series 106. 160 Series' 129 Series' 12 RlL. 23 R/L. 24 RP 107 Series' 10p Series 304 Series; Series' This giass kit may also De used in the following door stye: Eyebrow 5•oanel with scroll. Oak aft Alt I EK" FIBfiROLwaS BI:TRI' DOORS rwr.o 6vrD— Jr 17.2077 bur caMumN preeOm On pmduG xrpm m m m 50 11"UM. peon .nil woo= oeWi 1u4W m Wnpe wMW not=. X Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: 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 LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged enerior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). / &Eot�5 State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Wornack Pi.rRsv rI test Data Review CerBtwe /3026447A I3026447B:13026447C and CDP/iem Retwrs Validation Matrix /3026447A- 001. 002. 003: /30264475-Ml, 002, OM: /3026447C-001.002, 003 provioes additional imormation - avadaDle from the ITSANH wetist 1www.etlsemko.Dom), the MRWMe v2Dsita (www.masonne.tom) or the Maaorite tetlmio! amat. Oak raft AR—EK- PIDERGLASS ENTRY UUORS ra,3-P_ bv.D— /�[J►4/,M�It.�eLi�w e JUM 17, 20M Our oaanumveroRam01Drmrsmmruenonmrm mdtx=vm.aeW&mvoaua Masonite International Corporation Dorn xuD W b W VW .rennin robs. X Unit TYPICAL HINGE ATTACHMENT 4' x 4' BUTT HINGE F(12 GAUGE) UW11e0 I.0.LL nun SEE MINIMUM INSTALLATION DETAIL TYPICAL THRESHOLD 6 SIDE JAMB ATTACHMENT OUTSWING UNITS WITH SINGLE DOOR DOOR PANEL TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD FRAME HEADER V114' X 4-9/16' WITH 117 STOP HEIGHT MINIMUM) J ((3)) FOR 7'I7' HEIGHT OR SMALLER (4) FOR HEIGHTS GREATER THAN 7'0' FINGER -JOINTED KILN DAY WOOD SIDE JAMB (1.114' X 4-9/16 WITH 1/2' STOP HEIGHT MINIMUM) HIGH PERFORMANCE BUMPER THRESHOLD (4-9r16' X 7/8' STOP HEIGHT MINIMUM) (2) /8 X 1-3/4' LONG FLAT HEAD WOOD SCREWS OR (3) 2' LONG X 1Z CROWN WIRE STAPLES (3) 7 LONG X 117 CROWN WIRE STAPLES FINGER -JOINTED KILN DRY WOOD SDE JAMB (1-114- X A-9116' WITH 112* STOP HEIGHT MINIMUM) .nofJc H.s. Test Data Review Certificate 43026447A: fM25447B: I3026447C and COP/lest Report Validation Matnx 13026447A-Ml, CM. OM: /302644711-001. 002, 003: fSO26447C-001, 002. W3 erovioes addtlional imormabon - avaitaele hom me ITSIWR weosne I wwwzbwmko.Com), the Masonne weesite Iwww.masordte.com) or Me Maswile technical center. June 17. 2002 Our mnunum mcgram of nr."morwemem make soedirJrnro, Masonite International Corporation oemn am ramum aarae motes m verge .uw come. BACK BEDDING (DOW 995 OR EQUAL) t-ona GLASS INSERT IN DOOR OR SIDELITE PANEL SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND 1/B' SINGLE PANE GLASS; 1,7, 3/4' OR 1' — DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1/6' SINGLE PANE GLASS; 12'. 314' OR V DOUBLE PANE; - 3/4' OR 1' TRIPLE PANE INSULATED GLASS HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LIE SURROUND FOR 1/e' SINGLE PANE GLASS 1/7, 3/4' OR 1' INSULATED GLASS. /6 X 1-1/7 PAN HEAD SCREWS LOCATED 15-18' MAXIMUM FROM CORNERS AND 14.3/4' O.C. MAXIMUM DOOR 1.7/16' 'Glass inserts to be sub -listed by Intertek Testing ServiCeSrcTL Semko or approved validation service. 1/B' SINGLE PANE GLASS; 117. 3/4' OR 1' _ DOUBLE PANE: 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1B'SINGLE PANE GLASS; 12', 3/4' OR v �- DOUBLE PANE; 314'OR1' T TRIPLE PANE INSULATED GLASS W--ck N..-' Test Data Review CCM=e /3026447A: f3026447B: fM26447C and COP/lest Repon validation Matrix /3026447A-WI. 002. 003: I3026447BMl, 0112. GM: I3026447C-001. 002, 003 provides additional imortna0on - av&U* from the R1W SH weosite I www.ehsemho.rxmt), the e4aSnaar, 6 weosfe (www.masomemm) or me Masome temm®I tenter. j� LJ (� e.ai�uv.q r.em June 17, 2002 PR6N:XJK6✓i..,c. C�' �A e omen -no rovtprammoroo.a o wsmtnovnm amauu,u, Masonite International Corporation oewpa am mow Moll egxt ro CuaOe wenout more. x Unit SINGLE DOOR • PTN. 4 UNIT B'(r UNIT 15116, 17-18' 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" 7 Wee we, TEM Data Review Cerfifl= I3026447A: /3026447B; /3026447C and COP/reo Report Validation Meerut /3026447A-001. 002. 003; I3 M478-001. 002. OM: /30264470-00 i, 002, 003 provides �addhional irdomution . avallabie from the MWH webwe (www.e0semkoxorm), the Masorum 0 weWte (worw masomtelom) or dle Masorete tethrtitll oenmr. 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 (ANSI/BHMA Al56.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. 'Based on required Design Pressure — see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include #8 and 010 wood screws or 3116" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF S PA NDS for southern pine lumber with a side member thickness of 1-114" 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 1-114" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. June 17, 2002 ' °"•�"• DeO•� Our comimmv oroenm Or crudw imora mrtutes aoeencnons. Masonite Internat;onai Corporation Oaan ern orooum oenn super m Donee e ro , t /! is i:�, 1;.� 1 • — .. SV Oakridge° PRO WAR Slt-gees- OATEO Sophisticated Design & Dimensional Performance - - b c` 9 - Q O The untied color hh•nds and subtle , OUP IN shadotrc featured in Oakrid^e PRO 30 AR S,•. - shin les add drinh and dimension - to vour honer. - - - - Tx+o a_I,halt shin h•s With a tuu;h Fihel;las. mat cot v arr.honrlcd tIJ eil+erand c'cn'ered in colorful. = - :..:. durable surface orallitles.- • Oakrid_e PPP:;() AR shingles cam a separate :U nc Resislanc'e Limited W.-irranw: :. . :• 11-year limited uarranry • DUIT1ble weatherim -grade asphalt composition. — - - • 70 �tru bind Resistance Limited Rananty helps ensure Irerfornianc'e. • Cltis A CL Fire Rating_ - the hidtlstn.'s highest ratutg- e Enhanced wart'tinr} protection and - extended period of non -prorated •=- o ° Tnt PROtection" coverage of 10 years u-ith optional System adt anta,e r,• o raonr� ,• Lintited 1Carrantx-. AW a! e r r rA The Arch c•h ilectural Series all Owens, Coining _Vehitectural Series products are desisted and engtileered to help you create a distinctive, `'one of a kind" sn'le for dour home's exterior_ ;Product Specifications 'Nominal size 13'/." x 383/�I' Exposure 5 19" r Shinglesiper square 66 Bundles per square," 3 Coverage per square 99.9 sq ft Tested for Excellence i All Clwens Coming -shingles are heavily tested to meet or exceed epplicoble standards measuring fire coverage :. and wind resistance. Applicable Standards & Codes ASTM D 3462 ASTM D 223 ASTM E 108, Class A UL 790, Class A A.RM D 3161 UL 997 f ASTM D 3018, Type 1 Florida Building Code Plant ` Service Areas: Jessup (South), MD locksonville, FL kdanta, GA 'See ectucl warranty rcr detci!s, 4:niretions end requirements. 03/26/02 TUi: 15:51 FAA 4U7J0U1:/0: i%it.un rur%.nnuai•v PANVEST GROUP A7jt q33�n7 LEI CHU ENTERPRISE CO., LTD. N. TAICHUNG BRANQ -& 1, _- IF F_ In 4 941t No. 9, Rd. 10, Industrial Park, Taichung City, Taiwan Tot:886-4-359.3508 Fax:886-4-359-3147 E.aau1 letettut. February. 3, 1999 SUB.iECT: 1" to 3"x .120" Smooth or Ring Shank Electro-Galvanized Nail Wire Di2mcter:.120 +/- .001" Length:.975" min., 3.016" max - Head Diameter:.275" min., 375" max. Thread Diameter: (ring shank) _132" min., .135" max. Ring/Inch: (ring shank) 25 min, to 29 max. Galvanization: Electro Galy. w/ 6-8 microns chromate The above mentioned nails made for Interchange Brand meet ASTM641-92 and sire Class 1 galvanized. r-EB Z? 2002 08:22 FR OWENS CORNING 2-A 419 24B 7354 TO 913213481001 P.06i34 Pile'R2�153 •Page .0M-1'of 1 'issued: 6/15/2001 TEST RECORD NO, 1 WIND RESISTANCE 'PEST: METHOD The tests were conducted at 1 in. in six incline in accordance with the equipment and procedures as described in Protocol PA 107. Throughout the test, observations were made to note the condition of the shingles. The test panels were constructed of nominal 3/4 in. thick plywood decking material and measured So in. wide by 66 in. long. Nominal 2 by 4 in. dimensional lumber provided the support and rigidity required for handling. The plywood was secured to the support lumber with ed nails. One layer of Underwriters Laboratories Classified Type 30 asphalt saturated felt (ASTM D226, Type II) underlayment was applied to the deck, utilizing a 2 in. overlap and cap nails spaced 12 in. OC. The shingles were applied by using four standard 1-1/2 in. galvanized roofing nails per shingle by Underwriters Laboratories, personnel parallel to the short dimension of the test panels while at room temperature (80 }'15°F) and in a ma^^Pr 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 140OF for a continuous period of 16 h. After conditioning the panels were allowed to cool to room temperature again while maintaining a one'in six incline. Two tests were conducted, unless the first test yielded unsuccessful results. RbSULTS At no time during the 2 h period of exposure did any test panel experience 1) the adhesive of the self-sealing shingle fail to restrain any full shingle from lifting nor 2) any free portion of a shingle lift so as to stand upright or bend back on itself. Report by: / Martin R Rowan Sr. Project Engineer MR/DM:lib DMS Reviewed by: Douglas C Miller Engineering Group Leader TAMKO®11 OM U16 PRODUCT DATA Asphalt 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 underlayment felt to be applied over the deck prior to the installation of TAMKO asphalt shingles. Underwriters Laboratories Buitt-Up Type 15 Label ASTM D 226, Type Roll Dimensions Coverage per roll Laying Lines 'Au values stated as nominal 144' X 366 4 Squares 2% 8-1/2'. 11-1/42, 17" CAUTION: The National Institute for Occupational Safety and Health (NIOSH) has concluded that fumes of heated asphalt are a potential occupational carcinogen. Do not heat or bum this product. KO ROOFING PRODUCTS TAMKOOif a reg4und tradwito d TAMW Roofaig Pmducb. br- Visit our Web Site at www.tamko.com oa=1 Cernral District 220 West 4th St.. Joplin, MO 64801 800-641-4691 Northeast District 4500 Tamko Dr., Frederick, MD 21701 800,368-2055 Southeast District 2300 35th s ., Tuscaloosa, AL 35401 800-228-2656 Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Westem District 5300 East 43rd Ave., Denver, CO 8=6 800-530-8868 w WATER-RESISTANT UNDERLAYMENTS Water resistant undedayment is a product tbat.consists of organic felt impregnated with'asphalt saturant: Some water-resistant undedaymenm ..such is CertainTeed's. Roofers' Select, also conwin-a fiber glass rein lorcemeat imch incre,25es tear strength and reduces wtinkding: Water-resistant undedaymentwas originally invented to keep the roof decking dry until shingles could be applied Applying this under- layment was originally called "drying -in. the roof." It was also useful as a separation sheet between the roof sheathing boards (before OSB and plywood'sheets.were used as'roof decking) and the asphalt shin- gles-This'was importaatbectuse.resiu'pocloets.m the.pine p.121k. caused the asphalt to.degrade pieunanuelp unless the undedayment separated. the resin and asphalt from each':othei. Water resistant uzvderfaymentis.made to:shed most of the wafer that falls=on it unless iris torn or.punctured. ]its abifity to bewater= resistant is -temporary. As the sun degrades. the exposed asphalt the ::'.::�materials_begin'to'diR absorb more moistures, lose its strength and 'event s to t=:... e.leis asphalt used to saturate the ander- ; r 4 :;7apment sheet during.mauufacauing; theshorter its.life. Since asphalt <- `� is'the mast e:peavve oomQonent=of sTiingle uridedaymeat, lower ;�pIIoed ititeri:als will have less asphalt and a -shorter life when exposed tntibe sori Lower priced shingle undetjaymeut, for the same reason, is sulijeix to severe Wrinkling when it'gets wet or even just damp. >3tiderisyineai,is used under asphalt shingles fora variety of reasons, such as prov'did '$aelflip for:Waier-shedding protection' of. the deck if shingles fail '.?he.lower the slope, the more important ..:d:.,• ...... uadei}ayrueaf:is,.since Water.flows more easily under shingles on low open.-* .. ♦ A protective barrier.to'the elements between the time.tbe old shingles have.,'eeo *u-.off-aad'prior to the new -shingle being applied However; the underl2iment should not be relied on as a temporary roof ce. system; .especially.when the drip edge hashing is not yet in plaIt is iinlikefy to. prevent leaking in the event of.... besvy wind and rain • An agent to bide minor imperfections of the decking material and reduce "picture framing" of deck paneis. + Fire ratings (Class A or C) when.nsed in conjunction with shingles. INSTALLATION GUIDELINES FOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the installation of water-resistant shingle undedayment._These guidelines can be used regardless of the weight of the undedayment. However, always be sure to consider the local codes OVERNIGHT EXPOSURE If underlayment has been exposed overnight, moisture from dew should be allowed to completely dry before shingling over- If this does not happen, .the moisture will become trapped beneath the shingles. Wrinkling can tek' 72ph through%the shingle and make a good shingle job look terrible: The worse part is tbat.the job can . look good when you leave in,- the evening but the wrinkles can reappear the neat morning when the homeowner will notice them. While we've discussed underiayment being exposed overnight, it is highly recommended that the roofing contractor only tear off wharhe can shingle over that same dap. Tliis prevents the most common. undedayment installation problems. FASTENER :TYPE:. CertainTeed recommends tising nails rather thaui staples Bails provide more resistance against underlayment tear.out: It'is veiy important,.. 'whether hand nailing or using a pneumatic gum,"that the fasteners be driven flush. INSTAUATION METHOD: When applying underlayment the key is to keep the product as. wrinkle free as possible. 1. unroll the underlayment parallel With the eaves. The'eaves edge of the underlayment should'go OVER the drip edge.eaves flashing, but go UNDER the drip edge flashing.along.the rake. Figure 5-1: Applying Water -Resistant Underfavment Along The gases And Rake 46 cb0ter5 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, KS tells us: I always use Plasti Top nails on felt, .it resists tearing underfoot and has held up during an une=ected storm with high winds. ' 2. Around the perimeter of the underlayment, place the nails approximately 6 inches apart and about 1 inch in from the edge. In the main area of the underlayment, two rows of nails are used. The first is placed 12' up from the bottom edge and the second is 24' from that same edge (or in fact 12" from the upper edge). This nicely separates the 36" wide underlayment sheet into thirds. Nail along these two rows 12-15" apart Nail placement should be alternated so that one row places the nail opposite the open area of the first, creating a sort of zigzag pattern. This will result in a simple pattern with all nails being approximately 12-15" apart. (See tips above.) , O\4"Al 6 Figure 5-2 Standard Nailing Pattern For Water -Resistant Underlaymient 3. Succeeding courses should be unrolled in a similar manner over- lapping the.previous course.by-2".-Be-careful-to-rnll-it-out-straight--- as the underlayment will tend to slide down the pitch of the roof and end up crooked. The spacing of nails in this overlap area should be approximately 6" apart, centered in the 2' area. (See tips below.) 4. If the length of the roll is not sufficient to complete the entire run, an end lap of 6" is required. We recommend two rows of nails 6" apart to hold the lapped edges in place. End laps should be located 6-8' from any other end lap that may be in the preceding underlayment course. WARNING Wben 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 WRINKLES AND BUCKLES Organic felts expand when wet. They can wrinkle after being applied to a wet deck or if moisture is absorbed from dew, rain, or snow. If shingles are applied over an uneven underayment 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. First, the underlayment can be replaced. Second, the wrinkles can be cut and repaired with patches and asphalt plastic cement. Third, wet and wrinkled underlayment can be allowed to dry out naturally from exposure to the sun. As the underlayment dries, --the-wrinides-often—pult-down—mt-&appear, The best solution for wrinkled underlayment is prevention. Applying high quality, well -saturated felt, such as Roofers' Select, - will eliminate many wrinkling type problems. Ask your supplier for the highest quality he can obtain. Do not assume the underiayment he stocks is the best available: Be willing to pay more for a superior product The cost of high quality underlayment adds very little to the cost of a job and can often be offset by the savings from reduced rework and repair.'Installers who insist on the lowest prices for underlayment are the cause of the low quality underlayment generally found in supplier warehouses. Roll out only 10' of underlayment at one time, stretch it, check alignment and nail into place before moving on. Here Are Some contractors re er to do the deck in stages a loin 2-3 courses o underlayment then immediate applying P f g PP g f h' Some TZpS.. • the sbingles•to that area. Using this method they can sometimes reduce the number of fasteners used but they must work carefully to be sure the underlayment remains flat. Michael Saunders from Bath, IVY suggests, "Wben doing a tear -off the drip edge can be reused to hold the edges of your newly installed felt overnight.' V rhnnto 1, 05/03/2002 09:45 3213431001 COLLIS ROOFING INC PAGE 02 05/12/2002 14:d9 14078949412 KAYCAN ORLANDO PAGE 04 YCAN TABLE 7607-".2 MINIMUM WEIGF{T MATERIAL, THICK\ESS Jim) GAGE I (It+) per ) uminum 0.02d rainless Steel 28 alvanizes Steel 0.0179 1coatrd 26 (zinc G90) Zinc Alloy 0.027' L=d fainted %rne 70 1507 3.93 Drip edge. Drip edge shall be provided at eav= and gables of shingle roofs. and o%crlaap^d a minimum of 2 inches (5) mm). Save drip edges shall extend 1/4 inch (6.4 mm) below sheathing and extend back on the roof a minimum of _ inches (51 mm). Drip zdee shall be mechanically fastened a maximum of I? inches (305 mnn) on zenter. I. DESIGN A,1J TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE, 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DWG 409783. INTERNATICNAL 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 LAC SCREW. 5/16 X 1-3/4 3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2 FIVE SECTIONS. 4. SECTION HEIGHT OF 20.812. 19.00 6E 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 7' BRKT LOCATIONS - 12" - - 8' BRKT LOCATIONS - 12" SECTION IMMEDIATELY BELOW THE TOP SECTION. 9. THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST BE CONSISTENT WITH THE DOOR SHOWN. THE STRUTS FOR THE ADDITIONAL INTERMEDIATE SECTIONS ARE TO BE PLACED AS SHOWN ON THE THIRD SECTION. 10. THE STRUT PLACEMENT DIMENSION ON ALL SECTIONS LESS THAN 20.812" MUST BE REDUCED BY THE DIFFERENCE BERVEEN THE ACTUAL SECTION HEIGHT & 20.812". 11. DOOR CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REQUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. OHD/GENIE EOUIVALENCY CHART OHD DOOR SERIES No. GENIE DOOR SERIES No. PAN THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 SERIES GDS30R 24 Go. SERIES 281 SERIES GDS200 25 Go. SERIES 381 SERIES GDS550 25 Ga. 1 r OPENING HEIGHT (VARIES) SHAFT (VARIES) OPENING HEIGHT MINUS i i 2" X 6" WOOD JAMB 2" Y, 4" WOOD JAMB "D" OR EQUIVALENT HORIZONTAL TRACK & COUNTERBALANCE 12 R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS 405964-0002 405964-0002 046450-0003 36 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) �L L ROLLER DETAIL 'IF" SCALE: 1/4 /-HEADPLATE-',HAFT 407605-0004�v"G" TYP 2 PLCS 061166-0001 TYP 2 PLCS 407605-0003 TYP 2 PLCS 061166-0001 TYP 2 PLCS 60793=,-0005 &� 405831-0003 TYP 4 PLACES 407605-0002� 54 1/2 TYP 2 PLCS 061166-0001 TYP 2 PLCS --j �.958 2.093 j v 1 I ,8r VIEW "D-D" 2" TRACK .068 THK (VERTICAL) 405771-0001- 061166-0002 )OOR WIDTH I CENTER STILE I END STILE I ROLLER SHAFT I STRUTS/SECT. I ROLLER VERTICAL TRACK JAMB LOAD HARDWARE BRACKET GAGE I ((' PER FT HT) 16' I 3 S114GLE YES 2 X 3 .065 HS1 2 c 7/16" 068" 200 STD. NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOA.D PRESSURE. PANEL SECTION WEATHERSEAL SECTION "C-C" SCALE: 1/2 SPRING ANCHOR BRACKET 400650-0001 HS1 0 BOTTOM BAR gUILD1. 832. IRE LLnCR OE5O1mOOM GATC ♦PP C REV PER EN 10099 Of 09 98 D REV PER EN 11060 05 29 02 E REV PER EN 11205 tt/t2/02 D 1-26---03 1. SEE NOTE 4 CENTER STILE P/N 408680-0004.5.6 22 (3 PLCS) 407603-0001 / (9 PLCS) 409808-0001 / TYP 2 PLCS Ill( 061166-0002 II TYP 2 PLCS HS STRUT -7Sps STOP FIXTURE END HINGE TUBE STRUT AND STRAP �-- 1 7/8 THK. SECTION "A -A" SCALE: 1/4 PLANS REVIEWED j CITY OF SANFORD �-►"A' 18 I I (7 -0" SHO',VN) 'i r � 8,-0" MAX. HEIGHT 11 \ - tc, - 16'-0- MAX. WIDTH - 405771 -0002 061166-000'L . INTERIOR ELEVATIONT. - _ .r uNLEss orNERraE sPEunEv T-E o.c..w- wo/oR TECNRtGL wrumuTON a+ Tws Rrarmus urc P. we::m.E..r.ca w Dv EpHEwD p w,uE OITE q in: - wwmse. :1'i1- DLOl1D.^ i 80/281 /381 , s�En rs THE PROPERn or o.E:RNuo ODOR coRPoI, aw.L wLe „a a. OR rr5 SURs��k: MIT LO/NCO IN CONFIO NCE FOR o+2>.Soa RruTrEEIG • ]t c� G.J.MOOP,E II/Is/ 94 ,'� :� _ '• -2" PSF• PSF. fwp EERWC uW NUNWL ASSMWCE RIreOSES ONLY. WTCRUL- CNCCRCO lTM: --_ 16'-0" MAX V y No: 1K REPRODUCED oR U= ro WWrACrLQE e m .vMNwC N OF O E .QAEOR rmN)Ur 1NE ERUK50R Or OVERHEAD ODOR N/A ADA JOHNSON 12 O1 94 / / �PUED ERaSN: uRrt W uEASVRC .PPR0.m NUu9LR W.BER ®- 408832 mIc CORPORI•iON rMl'N wr - . m . ze. at KE U DRs SHEE: AT AHr ME, NONE gt: EACH S.B000HER t 2/01 /94 3 /8 s-c r 1 OF _ LETTER OESCRifgH DATE C REV PER EN 10099 01 09 98 D REV PER EN 11060 05 29 02 E REV PER EN 11205 11/12/02 108 STK 070 STK 1 - 0 lo 2-11/16 0 --{— 2-13/3L P/N 409808-0001 TOP FIXTURE 2-11/32 .091 MIN �F— I 0 3-9/16 lo O o o 00 I--1 2-7/16 P/N 405771 -XXXX BOTTOM FIXTURE 2-9/32 07 0 MIN 1-11/32 27/32 � 1-3/32 000 1 °0 000 3-3/16 oho .090 MIN 1 7/16 P/N 407603-0001 , CENTER HINGE P/N 405742-0001 , BRACKET ROLLER SHAFT r 3 � � LENGHT= DOOR WIDTH --- - 1.065 REF P/N 607935-0005 STRUCTURAL TUBING. PECTANGULA.R .065 THK. END STILE WITH CLOSED END CAP P/N 408794-0001,2.3 SCREIN P/N 60591 1 -000 1 CENTER STILE P/N 408680-0004.5,6 a TUBE STRUT 607935-0005 AND STRAP 405831-0003 EACH CENTER STILE END STILE WITH CLOSED END CAP P/N 408794-0001.2.3 SORE:': P/N 60591 1 -0001 2-1/4 t/8 t-7/>3I L 5/8 .030 THK LENGTH = DOOR WIDTH - 1" 1 P/N 400650-0001, ROLLED HS-1 STRUT o 0 0 � 2--1/76 THROW O 4 5/8 . 0 - ► o 0 0 . �--3� P/N 409334-0001. SLIDE LOCK ASSY -ORANGE COUNR BUlW aF . 01 L 1-3/4 4-3/8 1_3/4 2-9/32 I .H,. 070 MIN O o = 2-3/8 O O O O o 2-1/2 O �f j o 0 .108 MIN .108 MIN P/N 405964 & 046450, BRACKET. SCAB PiRT NUMBER. "L" 405964-0001 3-1/a" OL6450-0003 4" 6-1/8 -- - { 7/16 DIA I -I-13/16 Dt.4 i jj L 7/16 1 1-- P/N 061166-0002, RCLLER ASSY SECTION "B-B" SECTION "G-G" P/N 405964-0002. BRACKET SCAB JOINT 1 3.001 0 3/4 2.00 T 0 P/N 405831-0003 STRUT STRAP P/N 407605—XY.XX END. HINGE PAkT NUtABER 1407605-0002 .85 407605-0003 1.10 407605-0004 1.35 407605-0005 1.60 PUNS REVIEWED CITY OF SANFORD 7-9/16 CENTER STILE REF / P/N 408680-i;004,5,6 <1 I 7 16 T i 7/16 DIA REF L 1 -13/ 16 DIA REF SERIES SELECTION GUIDE SERIES I INSULATION I PANEL I GAGE 184 I YES* STD .021,- 185 FLUSH ,-.,:..021 186 YES* FLUSH_` ,',,y.021 ; 188 I I . STD J'' - -.021 . " . 189 ;RANCHO<= 2511 284 285 381 I YF!''--`•I;i•:STD_.`: °•`b1'&. 384ES`_ r':'i '_Fl#JSf�-=; 01'8 - 385 ;r Xr �' :':'-. - f?ANCi P/N 061166-0001 P,OLLEP, ASSY TR-3 QQES NOT._aC. NGc3H i "INTEGRIT•Y--.OF' THE`AO i -9 '•TESjEO = STEEL HS-1 STRUT, - P/N 400650-0001 THE UNLESS ONE —SE SPEC! F® Opp Wows. HAUE -_� DAM URANWG AHD/OR TECH"CAL WFORNAn ON n S s"ErT DrLRscNs AAc ..c,�:TaLmrNEa a OVERHEAD rz.AS DRA— m: --: . K THE PROPETm w ocRHcn 000a L%IRPDf41TON nR n5 SUU90URY AND 5 LOANED W CO-MEHCE FOR ,mW. NDLt .Hats I.AIK TweT06 , c x' d...E'v:...f...aFv O G.J. MOORS .11/18/94: - "WEERWC AND UUFAA ASSISTANCE PURPOSES ONLT, AND NO: 6E RE➢ROOUCED OR USED TO—UFACNRE -'El , d ,,,, N/A CHCCRED RY: -' ' ADA JOHNSON 1 1 /22/94-; 4 ANYTHNC CLOSED HEREON wn/ 1 E DRPRES m- , ,/•r PERUKSiON 0/ OVERHEAD DOOR CORPORAF1 MwCH 14Y PP ALIED nHyT UNn O< UFwSURE: APPROVED BY: RE6 L TwS SHEET AT ARr K. NONE EACH S.BOUCHER 1 1 /23/94.,- rWl. D OAD, j�80/281/3E 25/37.5 PSF, 16'-0" MAX w e[R ©- 408832 scALE: 3/E 1 s-ro 2 o, v,IF,-ICE U U y 00 L. N O amber: Lot Number: l i�� Ivuscenaneous: c+ Address: A� r The information in this box is for administrative purposes only and is not part of the enginng review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SB42CTFL - ENGLE/SB42CTFUM#2670/FLOORII ROBBINS P.O. Box280055 Tampa, FL33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06041978 05/01/2006 24 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 ANSIITPI 1-1995, 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 1 105/01/061 FG15 5 105/01/061 FT1 9 105/01/061 FT4 13 05/01/06 FT7 17 05/01/06 FT71 21 05/01/06 FT76 Date Mark 2 105/01/061 FG17 6 05/01/06 FT2 10 05/01/06 FTaA 14 05/01/06 FTS 18 05/01/06 FT72 71 22 65/01/06 FT18 Date Mark 3 05/01/06 FG20 7 105t01/061 FT3 11 105/01/061 FTS 15 05/01/06 F FT9 19 105101/061 FT13 23 05/01/06 FT19 PLANS REVIEWED '-ITY OF SANFORD Date Mark 4 105/01/061 FG2171 8 05/01/06 FT3A 12 05/Ot/06 FT6 16 05/01/06 FT10 20 05/01/06 FT14 24 05/01/06 FT23 Index Page 1 of 1 Standard Loadino: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSUASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual trussdesign drawings for special loading conditions. Truss Design Engineer: Vuong Phan License #: 62111 Address: P.O. Box 280055, Tampa, FL 33682 gyp, 62111 w�•;�pR:p� J Date Sealed: 5/1/2006 Index Page 1 of 1 Permit Number: Lot Number: Miscellaneous: Address: The information in this box is for administrative purposes only and is not pan of the engineering review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SB42CTLR - ENGLE/SB42CTLR/M#2670/TRUSSI ROBBINS P.O. Box 280055 Tampa. FL 33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813)972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06041955 05/01 /2006 17 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for Individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responslbilty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Speclficstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 05/01/06 GE16 5 05/01/06 G76C 9 105/01/061 M15A 13 05/01/06 G19A 17 105/01/061 MV2 Date Mark 2 105/01/061 T16 6 105/01/061 GE18 10 05/01/06 GE17 14 05/01/06 M19A Date Mark 3 05/01/06 T16A 7 105/01/061 T18A 11 105/01/061 M17 15 05/01/06 MV6 Date Mark 4 105/01/061 T16B 8 105/01/061 GE15 12 105/01/061 GE19 16 05/01/06 MV4 Standard Loadino: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psi ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Philip J. O'Regan License #: 58126 Address: P.O. Box 280055, Tampa, FL 33682 ►+' �q j - 0 9 C • 0�.. ,,,...., •F q .• �`G � NSA. �"�' No. SD t 28 •*•N•f0 ONAL 1 Date Sealed: 5/12006 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:SB42CT - Engle Homes/SB42CT-UR/Master #2670 ROBBINS P.O. Box 280055 Tampa,FL33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06042095 04/20/2006 24 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 ANSIIrPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 100201061 H1 5 0420/06 1-14A 9 04/20/06 H7 13 04/20/06 H10 17 0420/06 T13A 21 104/20/061 EJ7A Date Mark 2 0420/06 H2 6 0420106 HS 10 0410/06 H8 14 0420106 H 11 18 0420/06 G14 22 04/20/06 CJS Date Mark 3 04I20106 H3 7 04/20/06 H5A 11 1041201061T9 15 04/20/06 H12 19 04/20/06 HJ7 23 104120106 CJ3 Date Mark 4 104/20/061 H4 8 04/20/06 H6 12 04/20/06 T9A 16 04/20/06 T13 20 104/20/061 EJ7 24 104/20/061 CJ1 Standard Loadina: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 25 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Philip J. O'Regan License #: 58126 Address: P.O. Box 280055, Tampa, FL 33682 41 'y�G NSF'•. _ * ; No, SS 120 � 0 AL O Date Sealed: 4/20/2006 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: SB33SH RT - Engle Homes/SB33SHRT/Master #3786 ROBBINS I P.O. Box 280055 Tampa, FL33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813) 972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity 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 responsibilty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Speclficstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark Date Mark Date Mark 1 11/23/051 1 2 111/23/051 H41 1 1 3 11/23/05 M41 5 1123/051 1 6 111/23/051 1 7 1123/05 CJ3P Date Mark 4 111/23/051 HJ7P 8 11/23/05 CJ1P Standard Loadina: T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupancy Factor- 1.00 MW FRS Enclosed Notes: Refer to individual truss. design drawings for special loading conditions. Truss Design Engineer: Michael S. Magid License #: 53681 Address: P.O. Box 280055, Tampa. FL 33682 U� No, 53551 tt` •: )-rA-rE 04 OA 7- /q - z4006 Date Sealed: 11/232005 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT18 1 M100 110800 10600 0 0 I ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 m TC 11-6-8 - 0 �+ lx3 lx3 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 A E AA BB CC DD EE FF GG HH B ' G 1-6-0 D 2x3 F Z Y X W v U T S C lx3 lx4 lx4J� lx4 lx4 lx4 l�}x4 1x42 4x4 /,v L-T l 0' i .�►,rlx4 Common Diagonal: 1-2-8 11- 9- 8 BC 11-8-0 11-8-0 ALL PLATES ARE LOCK20 Scale: 0.524" = 1' Robbins Engineering, Inc./Online Plus'" HH-B 0.06 17 C 0.00 0.06 Y LOCK 1.0x 4.0 Ctr 0.5 0.90 --------Bottom Chords--------- X LOCK 1.Ox 4.0 Ctr 0.5 0.90 Online Plus -- Version 18.0.014 D -Z 0.16 0 T 0.00 0.16 W LOCK 1.0x 4.0 Ctr 0.5 0.90 RUN DATE: 19-APR-06 Z -Y 0.23 0 T 0.00 0.23 V LOCK 1.0x 4.0 Ctr 0.5 0.90 Y -X 0.23 0 T 0.00 0.23 U LOCK 1.Ox 4.0 Ctr 0.5 0.90 CSI -Size- ----Lumber---- X -W 0.23 0 T 0.00 0.23 T LOCK 1.Ox 4.0 Ctr 0.5 0.90 TC 0.08 4x 2 SP-#2 W -V 0.23 0 T 0.00 0.23 S LOCK 1.Ox 4.0 Ctr 0.5 0.90 BC 0.23 4x 2 SP-#2 V -U 0.23 0 T 0.00 0.23 C LOCK 4.Ox 4.0 1.2 0.5 0.60 WB 0.02 4x 2 SP-#3 U -T 0.23 0 T 0.00 0.23 T -S 0.22 0 T 0.00 0.22 Brace truss as follows: S -C 0.14 0 T 0.00 0.14 REFER TO ROBBINS ENG. GENERAL O.C. From To -------------Webs------------- NOTES AND SYMBOLS SHEET FOR TC Cont. 0- 0- 0 11- 8- 0 D -A 0.00 39 C ADDITIONAL SPECIFICATIONS. BC Cont. 0- 0- 0 11- 8- 0 D -A 0.00 39 C Z -AA 0.02 134 C NOTES: Loading Live Dead (psf) Y -BB 0.02 133 C Trusses Manufactured by: TC 40.0 10.0 X -CC 0.02 133 C East Coast Lumber BC 0.0 5.0 W -DD 0.02 133 C Analysis Conforms To: Total 40.0 15.0 55.0 V -EE 0.02 133 C FBC2004 Spacing 24.0" U -FF 0.02 132 C Design checked for LL on BC Lumber Duration Factor 1.00 T -GG 0.02 138 C per BOCA (section 1606.2.3), Plate Duration Factor 1.00 S -HH 6.02 103 C IBC/IRC-2003,and FBC 2004 TC Fb=1.15 Fc=1.10 Ft=1.10 C -B 0.00 22 C (section 1607.1), 20.0 psf. BC Fb=1.10 Fc=1.10 Ft=1.10 C -B 0.00 22 C Design checked for 10 psf non - concurrent LL on BC. Plus 1 UBC LL Load Case(s) LL Defl 0.00" in C -C L/999 This truss must be installed TL Defl 0.00" in C -C L/999 as shown. It cannot be Checked for NonConcurrent 200 Shear // Grain in C -C 0.33 installed upside-down. Lbs Moving Point Load applied DL Defl 0.00" at L/999 Max comp. force 138 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: Jt 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 1271 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 Jt Type Plt Size X Y JSI 2. !!!CAUTION!!! READ "BCSI-B1 ----------Top Chords---------- AA LOCK 1.0x 4.0 Ctr-0.5 0.90 SUMMARY SHEET" BEFORE A -AA 0.07 17 C 0.00 0.07 BB LOCK 1.0x 4.0 Ctr-0.5 0.90 HANDLING , INSTALLING 6 AA -BB 0.07 17 C 0.00 0.07 CC LOCK 1.0x 4.0 Ctr-0.5 0.90 BRACING TRUSSES. BB -CC 0.07 17 C 0.00 0.07 DD LOCK 1.Ox 4.0 Ctr-0.5 0.90 3. SEE ATTACHED DETAIL SHEET CC-DD 0.07 17 C 0.00 0.07 EE LOCK 1.0x 4.0 Ctr-0.5 0.90 FOR: 1-JACK NAILS. DD-EE 0.07 17 C 0.00 0.07 FF LOCK 1.Ox 4.0 Ctr-0.5 0.90 2-TBRACE. 3-BEARING BLOCK. EE-FF 0.07 17 C 0.00 0.07 GG LOCK 1.0x 4.0 Ctr-0.5 0.90 4. DESIGNER: JLW FF-GG 0.08 17 C 0.00 0.08 HH LOCK 1.0x 4.0 Ctr-0.5 0.90 GG-HH 0.08 17 C 0.00 0.08 Z LOCK 1.0x 4.0 Ctr 0.5 0.90 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 16.0.014 Engineering - Portrait 4/19/2006 10:37:53 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB42CTFL FT19 7 M100 110708 10600 0 0 ENGLE/SB42CTFL/M#2670 1-6-0 HO 1-6-0 TC 4x4 8-4 2-0-0 8-4 5- 9-12 3x3 3x3 3x3 3x3 HO 1-6-0 m 0 lx3 4x4 A N F H 0 C I B �k4 E 2x3 4x4 HGR R: 672 BC 3x3 3x3 lx4 lx4 3x3 Common Diagonal: 1-3-0 5-9-12 11-7-8 ALL PLATES ARE LOCK20 J 3x3 W:208 R: 674 5-9-12 r-_ Scale: 0.518" = 1' Robbins Engineering, Inc./Online Plus- 0 -C 0.32 500 C 0.00 0.32 REFER TO ROBBINS ENG. GENERAL --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 18.0.014 B -M 0.25 0 T 0.00 0.25 ADDITIONAL SPECIFICATIONS. RUN DATE: 19-APR-06 M -L 0.54 1020 T 0.10 0.44 L -G 0.55 1380 T 0.22 0.33 NOTES: CSI -Size- ----Lumber---- G -I 0.58 1380 T 0.22 0.36 Trusses Manufactured by: TC 0.36 4x 2 SP-#2 I -K 0.58 1380 T 0.22 0.36 East Coast Lumber BC 0.58 4x 2 SP-#2 K -J 0.53 982 T 0.09 0.44 Analysis Conforms To: WB 0,30 4x 2 SP-#3 J -E 0.26 0 T 0.00 0.26 FBC2004 -------------Webs------------- Design checked for LL on BC Brace truss as follows: B -A 0.07 366 C per BOCA (section 1606.2.3), O.C. From To B -A 0.07 366 C IBC/IRC-2003,and FBC 2004 TC Cont. 0- 0- 0 11- 7- 8 A -M 0.30 770 T (section 1607.1), 20.0 psf. BC Cont. 0- 0- 0 11- 7- 8 M -N 0.14 706 C Design checked for 10 psf non- N -L 0.15 387 T concurrent LL on BC. Loading Live Dead (psf) L -F 0.08 403 C Provide 2X6 continuous TC 40.0 10.0 G -F 0.07 183 T strongbacks (on edge) every BC 0.0 5.0 I -H 0.07 198 T 10.0 Ft. Fasten to each Total 40.0 15.0 55.0 H -K 0.08 429 C truss w/ 3-16d nails at Spacing 24.0" K -0 0.16 406 T truss member(s). Lumber Duration Factor 1.00 0 -J 0.14 716 C This truss must be installed Plate Duration Factor 1.00 J -C 0.29 744 T as shown. It cannot be TC Fb=1.15 Fc=1.10 Ft=1.10 E -C 0.07 367 C installed upside-down. BC Fb=1.10 Fc=1.10 Ft=1.10 E -C 0.07 367 C Max comp. force 1380 Lbs Quality Control Factor 1.25 Plus 2 Unbalanced Load Cases LL Defl -0.07" in L -G L/999 Plus 1 UBC LL Load Case(s) TL Defl -0.08" in L -G L/999 FABRICATOR NOTES: Plus 1 BC LL Load Case(s) Shear // Grain in E -E 0.33 1. EAST COAST LUMBER 6 SUPPLY DL Defl -0.12" at G L/999 MAURICE A. SHASHOUA, Checked for NonConcurrent 200 P.E.#EB5251 6 19554 Lbs Moving Point Load applied Plates for each ply each face. 5285 ST. LUCIE BLVD. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 on BC REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "BCSI-B1 ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE it React Uplft Size Req'd USING GROSS AREA TEST. HANDLING , INSTALLING 6 Lbs Lbs In-Sx In-Sx Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. B 672 OG 3- 8 1- 0 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET E 674 OG 2- 8 1- 0 it Type Plt Size X Y JSI FOR: 1-JACK NAILS. G = Gravity Uplift A LOCK 4.Ox 4.0-0.5-0.5 0.93 2-TBRACE. 3-BEARING BLOCK. C LOCK 4.Ox 4.0 0.5-0.5 0.90 4. DESIGNER: JLW Membr CSI P Lbs Axl-CSI-Bnd M LOCK 3.Ox 3.0-0.5 Ctr 0.98 ----------Top Chords---------- G LOCK 1.0x 4.0 Ctr 0.5 0.90 A -N 0.35 544 C 0.00 0.35 I LOCK 1.Ox 4.0 Ctr 0.5 0.90 N -F 0.36 1250 C 0.01 0.35 J LOCK 3.Ox 3.0 0.5 Ctr 0.99 F -H 0.31 1380 C 0.01 0.30 E LOCK 4.Ox 4.0 1.2 0.5 0.60 H -0 0.33 1232 C 0.01 0.32 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 10:37:54 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FGIS 1*2P FLAT 130701 10600 0 0 ENGLE/SB42CTFL/M#2670 1-6-0 HO 1-6-0 TC D #3x6 W:511 R:3038 BC 13-7-1 #3x6 K + U F E Sx6 #3x6 #3x10 #3x6 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 * 2-Ply Truss ++aa+aa++t+ta++ CSI -Size- TC 0.97 2x 4 SP-#2 BC 0.58 2x 4 SP-#2 WB 0.94 2x 4 SP-113 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 400 100 1.7' 13.6' BC V 0 50 1.7' 13.6' TC V 1818 682 1.7' CL-LB 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 3039 0 5-11 1-13 F 5773 0 6- 0 3- 3 6-10-1 W:600 R:5773 13-7-1 6-9-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- * -K 0.16 3702 C 0.04 0.12 K -H 0.44 2803 C 0.01 0.43 H -I 0.97 1840 T 0.21 0.76 I -J 0.97 1840 T 0.21 0.76 J -B 0.77 2360 C 0.01 0.76 --------Bottom Chords --------- * -L 0.10 0 T 0.00 0.10 L -G 0.58 3702 T 0.42 0.16 G -F 0.58 2803 T 0.29 0.29 F -E 0.53 2360 T 0.24 0.29 E -C 0.26 0 T 0.00 0.26 ------------- Webs ------------- D -A 0.29 2975 C A -L 0.94 4729 T L -K 0.28 2914 C K -G 0.12 1316 C G -H 0.11 742 T H -F 0.48 4814 C F -I 0.18 1897 C F -J 0.42 4200 C E -J 0.07 766 C E -B 0.50 2511 T C -B 0.17 1774 C LL Defl -0.03" in L -G L/999 TL Defl -0.05" in L -G L/999 Shear // Grain in J -B 0.95 DL Defl -0.12" at E L/587 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 5.Ox 6.0 0.5 Ctr 0.98 K# LOCK 3.Ox 6.0-0.5 Ctr 0.64 H# LOCK 4.Ox 8.0 0.5 Ctr 0.45 J LOCK 4.Ox 8.0-0.7 Ctr 0.38 B LOCK 4.Ox 8.0-0.7 0.1 0.57 L LOCK 5.0x 6.0-0.5 Ctr 0.98 F# LOCK 3.Ox10.0 Ctr 0.5 0.62 E# LOCK 3.Ox 6.0 1.0 Ctr 0.69 # = Plate Monitor used C 1906 0 10- 0 1- 2 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Membr CSI P Lbs Axl-CSI-Bnd ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.0W Engineering - Portrait 4/19/2006 10:37:42 AM Page 1 HO 1-6-0 .8 C #3x6 W:1000 R:1906 Scale: 0.439" = 1' NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 4 11 0 BC 1 12 24 0 WB 1 4 4 Plus clusters of nails where shown. Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and 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. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 4814 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-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Bngineering SB42CTFL FG17 1*2P FLAT 120100 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC. - _ _ 12-1-0 #4x8 2x4 #3x6 H I J 3x10 3x10 A B u 1-6-0 a. D ",r : •,:e'lx' py..-:{x ..use C #3z6 F E #3x6 yjjbb #4x8 3x10 �j G HGR #4x10 •W:800 R:2500 R:2413 SC• 12-1-0 , 12-1-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.490" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 * 2-Ply Truss +++++++++++++++ CSI -Size- ----Lumber---- TC 0.92 2x 4 SP-#2 BC 0.83 2x 4 SP-#2 WB 0.23 2x 4 SP-#3 EX A -G 2x 4 SP-#2 EX G -H 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 191 72 4.1' 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 2501 0 3- 8 1- 8 Robbins Engineering, Inc./Online P1us- C 2414 0 8- 0 1- 7 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.92 5669 C 0.12 0.80 H -I 0.56 5854 C 0.10 0.46 I -J 0.58 5854 C 0.10 0.48 J -B 0.89 5404 C 0.10 0.79 --------Bottom Chords --------- * -G 0.22 0 T 0.00 0.22 G -F 0.83 5669 T 0.65 0.18 F -E 0.79 5404 T 0.62 0.17 E -C 0.23 0 T 0.00 0.23 ------------- Webs ------------- D -A 0.23 2442 C A -G 0.68 5930 T G -H 0.05 1530 C H -F 0.04 245 T F -I 0.02 288 C F -J 0.10 528 T E -J 0.16 1700 C E -B 0.65 5653 T C -B 0.23 2358 C LL Defl -0.13" in G -F L/999 TL Defl -0.18" in G -F L/754 Shear // Grain in A -H 0.67 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.0x10.0 1.5 Ctr 0.99 H LOCK 4.Ox 8.0-0.9 Ctr 0.26 B LOCK 3.0x10.0-1.5 Ctr 0.94 G# LOCK 4.0x10.0-1.0 Ctr 0.81 E LOCK 3.0x10.0 1.5 Ctr 0.94 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 6.5 18 0 BC 1 12 24 0 WB 1 4 4 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 5854 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: JLW Robbins Engineering. Inc./Online PIUST m 1996-2005 Version 18.0.014 Engineering - Portrait 4/192006 10:37:43 AM Page 1 Job SB42CTFL Mark FT23 Quan 1 Type Span M100 31107 P1-H1 10600 Left OH Right OH 0 0 Engineering ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC,.. 3x4 3x3 2x3 F 1-6-0 B 1D 2x3/ - C - E -- zd 6 3x3 Common Diagonal: 1-3-0 i W:400 HGR R: 227 R: 262 BC.I �3-11-7 -... --- 14 ! - 3-11-7 ! , ALL PLATES ARE LOCK20 Scale: 0.854" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- TIC 0.33 4x 2 SP-#2 BC 0.44 4x 2 SP42 WB 0.08 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3-11- 7 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 228 0 4- 0 1- 0 Robbins Engineering, Inc./Online Plus'" A -F 0.33 155 C 0.00 0.33 F -C 0.33 0 T 0.00 0.33 --------Bottom Chords --------- B -E 0.32 0 T 0.00 0.32 E -D 0.44 154 T 0.01 0.43 ------------- Webs ------------- 8 -A 0.02 116 C B -A 0.02 116 C A -E 0.08 219 T E -F 0.03 92 C F -D 0.05 250 C D -C 0.00 4 C D -C 0.00 4 C LL Defl 0.01" in E -D L/999 TL Defl -0.01" in E -D L/999 Shear // Grain in D -D 0.32 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 4.0-0.5 Ctr 0.90 D LOCK 3.Ox 4.0 0.5 Ctr 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. D 263 0 3- 8 1- 0 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 7998.2005 Version 78.0.074 Engineering •Portrait 4/19/2006 70:37:55 AM Page 1 FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 250 Lbs Quality Control Factor 1.25 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 "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3..SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering SBjf2CTFL FG20 1 FLAT 90805 10600 0 0 ENGLE/SB42CTFL/M#2670 NO 1-6-0 NO 1-6-0 TC 9-8-5 - --- - #3x8 2x4 G H 3x8 3x8 A B 1-6-0 1,• - wwra ,t D •ate C #3x6 F E #3x6 .�. � 3x8 3x12 I , W:511 W:800 R:1066 R:1066 BC, 9-8-5 --- - - - 9-8-5 - I ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.598" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.69 2x 4 SP-#2 WB 0.81 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 8- 5 BC Cont. 0- 0- 0 9- 8- 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' 9.7' BC V 0 10 0.0' 9.7' TC V 0 110 0.0' 9.7' 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 1066 0 5-11 1- 4 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -G 0.53 1888 C 0.04 0.49 G -H 0.45 1884 C 0.04 0.41 H -B 0.54 1884 C 0.04 0.50 --------Bottom Chords --------- D -F 0.39 0 T 0.00 0.39 F -E 0.69 1888 T 0.34 0.35 E -C 0.35 0 T 0.00 0.35 ------------- Webs ------------- D -A 0.20 1037 C A -F 0.81 2023 T F -G 0.14 707 C G -E 0.06 169 C E -H 0.13 706 C E -B 0.80 2019 T C -B 0.20 1037 C LL Defl -0.03" in F -E L/999 TL Defl -0.09" in F -E L/999 Shear // Grain in A -G 0.61 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 1.0 Ctr 0.96 G LOCK 3.Ox 8.0 0.7 Ctr 0.32 B LOCK 3.Ox 8.0-1.0 Ctr 0.96 F LOCK 3.Ox 8.0-1.0 Ctr 0.96 E LOCK 3.Oxl2.0 0.5 Ctr 0.98 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. C 1066 0 8- 0 1- 4 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd 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. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 1888 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: JLW Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 4119/2006 10:37:43 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT16 1 M100 130113 10600 0 0 I ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC, 8_11�8-10 27070 9-81 9-8 , _ -- 1-1-8 ! 5- 3-13 lx3 4x6 3x3 3x3 3x3 3x3 3x3 4x4 A P G I Q R C E 1-6-0 B rJ 17 1D 2x3 O N H J M - L R/ �F2x3 ICJ/ 4x4 3x3 lx4 lx4 3x3 3x3 4x4 Common Diagonal: 1-3-0 I W:411 I w:700 R: 771 A: 7W 13- 3- 5 BC 5-3-13 7-10-0 13-1-13 ALL PLATES ARE LOCK20 Scale: 0.464" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.61 4x 2 SP-#2 BC 0.84 4x 2 SP-#1 WB 0.36 4x 2 SP-#3 Brace truss -as follows: O.C. From To TC Cont. 0- 0- 0 13- 1-13 BC Cont. 0- 0- 0 13- 1-13 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load 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 Robbins Engineering, Inc./Online Plus- Q -R 0.35 1441 C 0.02 0.33 R -C 0.33 578 C 0.00 0.33 --------Bottom Chords --------- B -O 0.20 0 T 0.00 0.20 O -N 0.39 1200 T 0.09 0.30 N -H 0.84 1731 T 0.23 0.61 H -J 0.84 1731 T 0.23 0.61 J -M 0.73 1731 T 0.23 0.50 M -L 0.43 1728 T 0.13 0.30 L -K 0.46 1139 T 0.08 0.38 K -D 0.22 0 T 0.00 0.22 ------------- Webs ------------- B -A 0.08 421 C B -A 0.08 421 C A -O 0.36 902 T O -P 0.16 830 C P -N 0.20 514 T N -G 0.14 741 C H -G 0.14 363 T J -I 0.04 207 C I -M 0.11 276 T M -Q 0.08 218 T Q -L 0.08 425 C L -R 0.17 448 T R -K 0.16 832 C K -C 0.34 860 T D -C 0.08 412 C D -C 0.08 412 C LL Defl -0.14" in J -M L/999 TL Defl -0.18" in J -M L/800 Shear // Grain in J -M 0.34 DL Defl -0.12" at J L/999 Jt React Uplft Size Req'd Plates for each ply each face. Lbs Lbs In-Sx In-Sx PLATING CONFORMS TO TPI. B 771 OG 4-11 1- 0 REPORTS: SBCCI 9761 D 756 OG 7- 0 1- 0 ROBBINS ENGINEERING, INC. G = Gravity Uplift USING GROSS AREA TEST. Plate - LOCK 20 Gal, Gross Area Membr CSI P Lbs Axl-CSI-Bnd Plate - RHS 20 Ga, Gross Area ----------Top Chords---------- Jt Type Plt Size X Y JSI A -P 0.32 638 C 0.00 0.32 A LOCK 4.Ox 6.0 Ctr-0.5 0.62 P -G 0.61 1415 C 0.01 0.60 C LOCK 4.Ox 4.0 0.5-0.5 0.99 G -I 0.61 1731 C 0.01 0.60 O LOCK 4.Ox 4.0 Ctr 0.5 0.81 I -Q 0.34 1765 C 0.02 0.32 H LOCK 1.0x 4.0 Ctr 0.5 0.95 Robbins Engineering, Inc./Online Plus" 0 1996.2005 Version 16.0.014 Engineering - Portrait 4/192006 10:37:53 AM Page 1 J LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 4.Ox 4.0 Ctr 0.5 0.76 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 1765 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: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH E►rgineering • SB42CTFL FT14 1 M100 150113 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC. _ _ 11-5_._: 2-070 .. 9-8 9-8 .---� 1-1-8 --- - 7- 3-13 - lx3 4x6 3x3 3x3 lx4 3x3 3x3 3x3 4x6 A P Q G Z R S C E itl 1-6-0 B D 2x3 O N H J M L K F 2x3 (�( 4x4 3x3 3x3 lx4 3x3 3x3 4x4 Common Diagonal: 1-3-0 W:411 w:7223 R: 874 R: 871 15- 3- 5 BC 7-3-13 7-10-0 - 15-1-13 _ ALL PLATES ARE LOCK20 Scale: 0.407" = 1' Robbins Engineering, Inc./Online Plus'" I -R 0.38 2262 C 0.02 0.36 C LOCK 4.Ox 6.0 Ctr-0.5 0.73 R -S 0.37 1756 C 0.03 0.34 O LOCK 4.Ox 4.0 Ctr 0.5 0.95 Online Plus -- Version 18.0.014 S -C 0.34 683 C 0.00 0.34 J LOCK 1.0x 4.0 Ctr 0.5 0.90 RUN DATE: 19-APR-06--------Bottom Chords--------- K LOCK 4.Ox 4.0 Ctr 0.5 0.90 B -O 0.27 0 T 0.00 0.27 CSI -Size- ----Lumber---- O -N 0.59 1413 T 0.12 0.47 TC 0.56 4x 2 SP-#2 N -H 0.69 2179 T 0.30 0.39 REFER TO ROBBINS ENG. GENERAL BC 0.76 4x 2 SP-#2 H -J 0.76 2380 T 0.37 0.39 NOTES AND SYMBOLS SHEET FOR WB 0.42 4x 2 SP-#3 J -M 0.74 2380 T 0.37 0.37 ADDITIONAL SPECIFICATIONS. M -L 0.58 2142 T 0.20 0.38 Brace truss as follows: L -K 0.59 1352 T 0.12 0.47 NOTES: O.C. From To K -D 0.28 0 T 0.00 0.28 Trusses Manufactured by: TC Cont. 0- 0- 0 15- 1-13-------------Webs------------- East Coast Lumber BC Cont. 0- 0- 0 15- 1-13 B -A 0.09 477 C Analysis Conforms To: B -A 0.09 477 C FBC2004 Loading Live Dead (psf) A -0 0.42 1063 T Design checked for LL on BC TC 40.0 10.0 0 -P 0.19 982 C per BOCA (section 1606.2.3), BC 0.0 5.0 P -N 0.23 573 T IBC/IRC-2003,and FBC 2004 Total 40.0 15.0 55.0 N -Q 0.11 563 C (section 1607.1), 20.0 psf. Spacing 24.0" Q -H 0.22 560 T Design checked for 10 psf non - Lumber Duration Factor 1.00 H -G 0.05 289 C concurrent LL on BC. Plate Duration Factor 1.00 J -I 0.07 184 T Provide 2X6 continuous TC Fb=1.15 Fc=1.10 Ft=1.10 I -M 0.09 464 C strongbacks (on edge) every BC Fb=1.10 Fc=1.10 Ft=1.10 M -R 0.14 367 T 10.0 Ft. Fasten to each R -L 0.11 570 C truss w/ 3-16d nails at Plus 2 Unbalanced Load Cases L -S 0.24 600 T truss member(s). Plus 1 UBC LL Load Case(s) S -K 0.20 992 C This truss must be installed Plus 1 BC LL Load Case(s) K -C 0.40 1017 T as shown. It cannot be D -C 0.09 476 C installed upside-down. Checked for NonConcurrent 200 D -C 0.09 476 C Max comp. force 2380 Lbs Lbs Moving Point Load applied Quality Control Factor 1.25 at Panel Points and Mid -panel LL Defl -0.14" in J -M L/999 on BC TL Defl -0.18" in J -M L/935 FABRICATOR NOTES: Shear // Grain in D -D 0.32 1. EAST COAST LUMBER & SUPPLY Jt React Uplft Size Req'd DL Defl -0.12" at J L/999 MAURICE A. SHASHOUA, Lbs Lbs In-Sx In-Sx P.E.#EB5251 & 19554 B 875 OG 4-11 1- 0 Plates for each ply each face. 5285 ST. LUCIE BLVD. D 872 OG 7- 0 1- 0 PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 G = Gravity Uplift REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-B1 ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. HANDLING , INSTALLING & ----------Top Chords---------- Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. A -P 0.37 752 C 0.00 0.37 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET P -Q 0.40 1799 C 0.03 0.37 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. Q -G 0.56 2380 C 0.03 0.53 A LOCK 4.Ox 6.0 Ctr-0.5 0.73 2-TBRACE. 3-BEARING BLOCK. G -I 0.56 2380 C 0.03 0.53 G LOCK 1.Ox 4.0 Ctr-0.5 0.90 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering -Portrait 4I192006 10:37:52 AM Page 1 Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT12 4 M100 150908 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC _9-8 9-8 2-070 9-8 9-8 1-1_-8_- 7-11- lx3 4x6 3x3 3x3 3x3 3x3 3x3 3x3 4x6 A Q R G I S T C E 1-6-07" B D 2 x 3 P O N H J M L R 2x3 F• 4x4 3x3 3x3 lx4 lx4 3x3 3x3 4x4 ! lx3 Common Diagonal: 1-3-0 I . w:600 I w:700 R: 908 R: 908 - 15-11- 0 - BC 7-11-8 7-10-0 15-9-8 _ ALL PLATES ARE LOCK20 Scale: 0.390" = 1' Robbins Engineering, Inc./Online Plus"' S -T 0.37 1856 C 0.03 0.34 P LOCK 4.Ox 4.0 Ctr 0.5 0.99 T -C 0.34 717 C 0.00 0.34 H LOCK 1.0x 4.0 Ctr 0.5 0.90 Online Plus -- Version 18.0.014--------Bottom Chords--------- J LOCK 1.Ox 4.0 Ctr 0.5 0.90 RUN DATE: 19-APR-06 B -P 0.27 0 T 0.00 0.27 K LOCK 4.Ox 4.0 Ctr 0.5 0.95 P -0 0.60 1477 T 0.13 0.47 CSI -Size- ----Lumber---- 0 -N 0.59 2301 T 0.21 0.38 TC 0.46 4x 2 SP-#2 N -H 0.84 2589 T 0.40 0.44 REFER TO ROBBINS ENG. GENERAL BC 0.87 4x 2 SP-#2 H -J 0.87 2589 T 0.40 0.47 NOTES AND SYMBOLS SHEET FOR WB 0.44 4x 2 SP-#3 J -M 0.87 2589 T 0.40 0.47 ADDITIONAL SPECIFICATIONS. M -L 0.59 2272 T 0.21 0.38 Brace truss as follows: L -K 0.59 1420 T 0.12 0.47 NOTES: O.C. From To K -D 0.28 0 T 0.00 0.28 Trusses Manufactured by: TC Cont. 0- 0- 0 15- 9- 8-------------Webs------------- East Coast Lumber BC Cont. 0- 0- 0 15- 9- 8 B -A 0.09 495 C Analysis Conforms To: B -A 0.09 495 C FBC2004 Loading Live Dead (psf) A -P 0.44 1108 T Design checked for LL on BC TC 40.0 10.0 P -Q 0.20 1031 C per BOCA (section 1606.2.3), BC 0.0 5.0 Q -0 0.25 626 T IBC/IRC-2003,and FBC 2004 Total 40.0 15.0 55.0 0 -R 0.12 595 C (section 1607.1), 20.0 psf. Spacing 24.0" R -N 0.15 396 T Design checked for 10 psf non - Lumber Duration Factor 1.00 N -G 0.10 520 C concurrent LL on BC. Plate Duration Factor 1.00 H -G 0.09 225 T Provide 2X6 continuous TC Fb=1.15 Fc=1.10 Ft=1.10 J -I 0.09 238 T strongbacks (on edge) every BC Fb=1.10 Fc=1.10 Ft=1.10 I -M 0.10 545 C 10.0 Ft. Fasten to each M -S 0.16 410 T truss w/ 3-16d nails at Plus 2 Unbalanced Load Cases S -L 0.12 616 C truss member(s). Plus 1 UBC LL Load Case(s) L -T 0.26 648 T This truss must be installed Plus 1 BC LL Load Case(s) T -K 0.21 1043 C as shown. It cannot be K -C 0.42 1067 T installed upside-down. Checked for NonConcurrent 200 D -C 0.09 496 C Max comp. force 2589 Lbs Lbs Moving Point Load applied D -C 0.09 496 C Quality Control Factor 1.25 at Panel Points and Mid -panel on BC LL Defl -0.14" in N -H L/999 FABRICATOR NOTES: TL Defl -0.19" in N -H L/942 1. EAST COAST LUMBER 6 SUPPLY it React Uplft Size Req'd Shear // Grain in D -D 0.32 MAURICE A. SHASHOUA, Lbs Lbs In-Sx In-Sx DL Defl -0.12" at H L/999 P.E.#EB5251 6 19554 B 908 OG 6- 0 1- 0 5285 ST. LUCIE BLVD. D 909 OG 7- 0 1- 0 Plates for each ply each face. FORT PIERCE FL. 34946 G = Gravity Uplift PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ "SCSI-B1 REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. HANDLING , INSTALLING 6 ----------Top Chords---------- USING GROSS AREA TEST. BRACING TRUSSES. A -Q 0.37 783 C 0.00 0.37 Plate - LOCK 20 Gar Gross Area 3. SEE ATTACHED DETAIL SHEET Q -R 0.40 1899 C 0.03 0.37 Plate - RHS 20 Gar Gross Area FOR: 1-JACK NAILS. R -G 0.41 2439 C 0.02 0.39 it Type Plt Size X Y JSI 2-TBRACE. 3-BEARING BLOCK. G -I 0.46 2589 C 0.04 0.42 A LOCK 4.Ox 6.0 Ctr-0.5 0.76 4. DESIGNER: JLW I -S 0.44 2420 C 0.02 0.42 C LOCK 4.Ox 6.0 Ctr-0.5 0.77 Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 10:37:51 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT13 1 M100 150308 10600 0 0 I ENGLE/SB42CTFL/M##2670 HO 1-6-0 HO 1-6-0 TC 15-3-8 lx3 lx4 2x3 lx4 1x4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 BB 2x3 A R S T U v W X Y Z AA CE 1-6-0 B D 2x3 Q P O N M L K J I H G g 2x3 lx4 lx4��.:� lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx3 � Common Diagonal: 1-2-8 ; 15- 5- 0 BC 15-3-8 15-3-8 - - ALL PLATES ARE L40CK20 Scale: 0.403" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.09 4x 2 •SP-#2 BC 0.25 4x 2 SP-#2 WB 0.03 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 3- 8 BC Cont. 0- 0- 0 15- 3- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 15- 3- 8 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- B -Q 0.18 0 T 0.00 0.18 Q -P 0.23 0 T 0.00 0.23 P -O 0.23 0 T 0.00 0.23 O -N 0.23 0 T 0.00 0.23 N -M 0.23 0 T 0.00 0.23 M -L 0.23 0 T 0.00 0.23 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -G 0.25 0 T 0.00 0.25 G -D 0.09 0 T 0.00 0.09 ------------- Webs ------------- B -A 0.00 45 C B -A 0.00 45 C Q -R 0.02 136 C P -S 0.02 132 C O -T 0.02 133 C N -U 0.02 133 C M -V 0.02 133 C L -W 0.02 133 C K -X 0.02 133 C J -Y 0.02 134 C i -Z 0.02 129 C H -AA 0.02 147 C G -BB 0.03 86 T D -C 0.00 49 C D -C 0.00 49 C LL Defl 0.00" in H -G L/999 TL Defl 0.00" in B -Q L/999 Shear // Grain in D -D 0.32 DL Defl 0.00" at L/999 1682 0 Hz = 0 Plates for each ply each face. PLATING CONFORMS TO TPI. Membr CSI P Lbs Axl-CSI-Bnd REPORTS: SBCCI 9761 ----------Top Chords---------- ROBBINS ENGINEERING, INC. A -R 0.08 18 C 0.00 0.08 USING GROSS AREA TEST. R -S 0.08 18 C 0.00 0.08 Plate - LOCK 20 Ga, Gross Area S -T 0.07 18 C 0.00 0.07 Plate - RHS 20 Ga, Gross Area T -U 0.07 18 C 0.00 0.07 Jt Type Pit Size X Y JSI U -V 0.07 18 C 0.00 0.07 R LOCK 1.0x 4.0 Ctr-0.5 0.90 V -W 0.07 18 C 0.00 0.07 S LOCK 1.0x 4.0 Ctr-0.5 0.90 W -X 0.07 18 C 0.00 0.07 T LOCK 1.0x 4.0 Ctr-0.5 0.90 X -Y 0.07 18 C 0.00 0.07 U LOCK 1.0x 4.0 Ctr-0.5 0.90 Y -Z 0.07 18 C 0.00 0.07 V LOCK 1.0x 4.0 Ctr-0.5 0.90 Z -AA 0.09 18 C 0.00 0.09 W LOCK 1.0x 4.0 Ctr-0.5 0.90 AA -BB 0.09 18 C 0.00 0.09 X LOCK 1.0x 4.0 Ctr-0.5 0.90 BB-C 0.08 18 C 0.00 0.08 Y LOCK 1.Ox 4.0 Ctr-0.5 0.90 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/192006 10:37:52 AM Page 1 Z LOCK 1.Ox 4.0 Ctr-0.5 0.90 AA LOCK 1.0x 4.0 Ctr-0.5 0.90 BB LOCK 1.0x 4.0 Ctr-0.5 0.90 Q LOCK 1.0x 4.0 Ctr 0.5 0.90 P LOCK 1.0x 4.0 Ctr 0.5 0.90 O LOCK 1.0x 4.0 Ctr 0.5 0.90 N LOCK 1.0x 4.0 Ctr 0.5 0.90 M LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 1.0x 4.0 Ctr 0.5 0.90 J LOCK 1.Ox 4.0 Ctr 0.5 0.90 I LOCK 1.Ox 4.0 Ctr 0.5 0.90 H LOCK 1.0x 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 147 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, 111CAUTION!!! 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 Engr�reeriirg SB42CTFL FTS 1 M100 200708 10600 0 0 ENGLE/SB42CTFL/M#2670 1-6-0 HO 1-6-0 TC B 2x3 20-7-8 HO 1-6-0 lx3 2x3 lx4 lx4 lx4 lx4 lx4 1x43x4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx42x3 A NN 00 PP QQ RR SS S2 TT UU VV WW XX YY ZZ AO Al C E BC D rua i.i. M JJ it HH GG FF EE Sl DD CC BB AA Z Y F2x3 lx4 ,slcsx4l4� lx4 llxx4- lx4 lx4 lx4 lx4 lx43x4 lx4 lx4 lx4 lx4 lx4 lx4 ��i1�:'r �'!�"%�.a •G'iL.:4i} lLl/., �.��'..'�''l'G.,.-d_ .. .�C•'• r ..T.H�'n`.�' Common Diagonal: 1-2-8 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.09 4x 2 SP-112 BC 0.25 4x 2 SP-112 WB 0.03 4x 2 SP-113 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 7- 8 BC Cont. 0- 0- 0 20- 7- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 20- 7- 8 2269 0 Hz = 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -NN 0.08 18 C 0.00 0.08 NN-00 0.08 18 C 0.00 0.08 00-PP 0.07 18 C 0.00 0.07 PP-QQ 0.07 18 C 0.00 0.07 QQ-RR 0.07 18 C 0.00 0.07 RR -SS 0.07 18 C 0.00 0.07 SS-S2 0.07 18 C 0.00 0.07 S2-TT 0.07 18 C 0.00 0.07 TT-UU 0.07 18 C 0.00 0.07 UU-VV 0.07 18 C 0.00 0.07 VV-WW 0.07 18 C 0.00 0.07 WW-XX 0.07 18 C 0.00 0.07 XX-YY 0.07 18 C 0.00 0.07 YY-ZZ 0.07 18 C 0.00 0.07 ZZ-AO 0.09 18 C 0.00 0.09 AO -Al 0.09 18 C 0.00 0.09 Al-C 0.08 18 C 0.00 0.08 --------Bottom Chords --------- B -MM 0.18 0 T 0.00 0.18 MM-LL 0.23 0 T 0.00 0.23 20- 9- 0 20-7-8 20-7-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- LL-KK 0.23 0 T 0.00 0.23 KK-JJ 0.23 0 T 0.00 0.23 JJ-II 0.23 0 T 0.00 0.23 II-HH 0.23 0 T 0.00 0.23 HH-GG 0.23 0 T 0.00 0.23 GG-FF 0.23 0 T 0.00 0.23 FF-EE 0.22 0 T 0.00 0.22 EE-S1 0.15 0 T 0.00 0.15 S1-DD 0.13 0 T 0.00 0.13 DD-CC 0.23 0 T 0.00 0.23 CC -BB 0.23 0 T 0.00 0.23 BB -AA 0.23 0 T 0.00 0.23 AA-Z 0.23 0 T 0.00 0.23 Z -Y 0.25 0 T 0.00 0.25 Y -D 0.09 0 T 0.00 0.09 ------------- Webs ------------- B -A 0.00 45 C B -A 0.00 45 C MM-NN 0.02 136 C LL-00 0.02 132 C KK-PP 0.02 133 c JJ-QQ 0.02 133 C II -RR 0.02 133 C HH-SS 0.02 133 C GG-TT 0.02 133 C FF-UU 0.02 133 C EE-VV 0.02 133 C DD-WW 0.02 133 C CC-XX 0.02 133 C BB-YY 0.02 134 C AA-ZZ 0.02 129 C Z -AO 0.02 147 C Y -Al 0.03 86 T D -C 0.00 49 C D -C 0.00 49 C LL Defl 0.00" in Z -Y L/999 TL Defl 0.00" in D -D L/999 Shear // Grain in D -D 0.32 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Pit Size X Y JSI NN LOCK 1.0x 4.0 Ctr-0.5 0.98 00 LOCK 1.0x 4.0 Ctr-0.5 0.98 PP LOCK 1.0x 4.0 Ctr-0.5 0.98 QQ LOCK 1.0x 4.0 Ctr-0.5 0.98 RR LOCK 1.0x 4.0 Ctr-0.5 0.98 SS LOCK l.Ox 4.0 Ctr-0.5 0.98 TT LOCK 1.0x 4.0 Ctr-0.5 0.98 UU LOCK 1.0x 4.0 Ctr-0.5 0.98 VV LOCK 1.0x 4.0 Ctr-0.5 0.98 WW LOCK 1.Ox 4.0 Ctr-0.5 0.98 lx3 Scale: 0.303" = 1' XX LOCK 1.0x 4.0 Ctr-0.5 0.98 YY LOCK 1.0x 4.0 Ctr-0.5 0.98 ZZ LOCK 1.0x 4.0 Ctr-0.5 0.98 AO LOCK 1.0x 4.0 Ctr-0.5 0.98 Al LOCK 1.0x 4.0 Ctr-0.5 0.99 MM LOCK 1.0x 4.0 Ctr 0.5 0.98 LL LOCK 1.0x 4.0 Ctr 0.5 0.98 KK LOCK 1.0x 4.0 Ctr 0.5 0.98 JJ LOCK 1.0x 4.0 Ctr 0.5 0.98 II LOCK 1.0x 4.0 Ctr 0.5 0.98 HH LOCK 1.0x 4.0 Ctr 0.5 0.98 GG LOCK 1.0x 4.0 Ctr 0.5 0.98 FF LOCK 1.0x 4.0 Ctr 0.5 0.98 EE LOCK 1.0x 4.0 Ctr 0.5 0.98 DD LOCK 1.0x 4.0 Ctr 0.5 0.98 CC LOCK 1.0x 4.0 Ctr 0.5 0.98 BB LOCK 1.0x 4.0 Ctr 0.5 0.98 AA LOCK 1.0x 4.0 Ctr 0.5 0.98 Z LOCK 1.0x 4.0 Ctr 0.5 0.98 Y LOCK 1.0x 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC Per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 147 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E AEB5251 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: JLW Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/192006 10:37:47 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT6 4 M100 200708 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC. 9-0.9-01•_ .2-_0-0 , 9-0.9-0_ 10- 4- 8 - -- ---- lx3 4x6 4x4 3x3 3x3 3x4 3x3 3x3 3x3 3x3 4x4 Sx6 A S T U S2 G I V W X C E 1-6-0 B D 2x3 LL - R Q P O H J N M L K F 2x3 5x4 4x4 3x3 3x3 1x4 lx4 3x3 Sl 3x3 4x4 5x4 lx3 Common Diagonal: 1-3-0 20G-RHS-3x10 i I W:600 W:700 R:1174 R:1174 • 20- 9- 0 .. - BC• 10-4-8 -` 10-3-0 20-7-8 - -. EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.303" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- TC 0.60 4x 2 SP-42 BC 0.67 4x 2 SP-SS EX S1-D 4x 2 SP-#2 WB 0.59 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 7- 8 BC Cont. 0- 0- 0 20- 7- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load 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 1174 OG 6- 0 1- 0 D 1175 OG 7- 0 1- 0 G = Gravity Uplift Robbins Engineering, Inc./Online P1us- X -C 0.32 955 C 0.01 0.31 --------Bottom Chords --------- * -R 0.14 0 T 0.00 0.14 R -Q 0.33 1980 T 0.08 0.25 Q -P 0.40 3299 T 0.14 0.26 P -0 0.47 4126 T 0.44 0.03 O -H 0.65 4389 T 0.34 0.31 H -J 0.67 4389 T 0.34 0.33 J -N 0.67 4389 T 0.34 0.33 N -S1 0.47 4098 T 0.44 0.03 S1-M 0.89 4098 T 0.86 0.03 M -L 0.76 3247 T 0.27 0.49 L -K 0.63 1898 T 0.15 0.48 K -D 0.28 0 T 0.00 0.28 ------------- Webs ------------- 8 -A 0.12 641 C B -A 0.12 641 C A -R 0.59 1480 T R -S 0.28 1387 C S -Q 0.40 998 T Q -T 0.19 962 C T -P 0.25 627 T P -U 0.12 598 C U -0 0.18 459 T O -G 0.12 642 C H -G 0.12 303 T J -I 0.12 317 T I -N 0.13 666 C N -V 0.18 473 T V -M 0.12 615 C M -W 0.25 645 T W -L 0.19 985 C L -X 0.40 1020 T X -K 0.28 1399 C K -C 0.57 1422 T D -C 0.12 642 C D -C 0.12 642 C LL Defl -0.35" in H -J L/673 TL Defl -0.47" in H -J L/498 Shear // Grain in D -D 0.32 Membr CSI P Lbs Axl-CSI-Bnd DL Defl -0.18" at H L/999 ----------Top Chords ---------- A -S 0.35 1046 C 0.01 0.34 Plates for each ply each face. S -T 0.41 2651 C 0.07 0.34 PLATING CONFORMS TO TPI. T -U 0.52 3721 C 0.25 0.27 REPORTS: SBCCI 9761 U -S2 0.35 4251 C 0.19 0.16 ROBBINS ENGINEERING, INC. S2-G 0.55 4251 C 0.08 0.47 USING GROSS AREA TEST. G -I 0.60 4389 C 0.10 0.50 Plate - LOCK 20 Ga, Gross Area I -V 0.58 4233 C 0.08 0.50 Plate - RHS 20 Ga, Gross Area V -W 0.51 3682 C 0.24 0.27 Jt Type Plt Size X Y JSI w -x 0.38 2584 C 0.07 0.31 A LOCK 4.Ox 6.0 0.2-0.5 0.99 S LOCK 4.Ox 4.0 Ctr-0.5 0.89 X LOCK 4.Ox 4.0 Ctr-0.5 0.91 C LOCK 5.Ox 6.0 Ctr-1.0 0.79 R LOCK 5.Ox 4.0-0.5 1.0 0.98 Q LOCK 4.Ox 4.0 Ctr 0.5 0.89 H LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.0x 4.0 Ctr 0.5 0.98 L LOCK 4.Ox 4.0 Ctr 0.5 0.91 K LOCK 5.Ox 4.0 0.5 1.0 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4389 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: JLW Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering • Portrait 4/19/2006 10:37:48 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH E;tglneering SB42CTFL FT9 1 M100 160611 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC 1-2-3 2-0-0 9-0 9-0 -- .-1-1-8 _ •6- 3-11 lx3 4x6 3x4 3x3 3x3 3x4 3x3 3x3 3x3 4x6 A Q G I S2 R S T CE 1-6-0 ;2x3PO B riD 2x3 H J N S1 M L A F 4x4 3x4 2x3 lx4 3x3 3x6 3x3 3x3 4x4 lx3 ��// C Common Diagonal: 1-3-0 i WI:411 W:700 R: 960 R: 940 16- 8- 3 BC 6-3-11 10-3-0 ' 16-6-11 _ ALL PLATES ARE LOCK20 Scale: 0.374" = 1' Robbins Engineering, Inc./Online P1us- S -T 0.36 1948 C 0.03 0.33 P LOCK 4.Ox 4.0-0.2 0.5 0.95 T -C 0.33 744 C 0.00 0.33 H LOCK 2.Ox 3.0-0.2 Ctr 0.60 Online Plus -- Version 18.0.014 --------Bottom Chords--------- J LOCK 1.0x 4.0 Ctr 0.5 0.98 RUN DATE: 19-APR-06 B -P 0.14 0 T 0.00 0.14 L LOCK 3.Ox 3.0 0.2 Ctr 0.96 P -O 0.31 1554 T 0.07 0.24 K LOCK 4.Ox 4.0 Ctr 0.5 0.98 CSI -Size- ----Lumber---- 0 -H 0.78 2668 T 0.23 0.55 TC 0.76 4x 2 SP-#2 H -J 0.78 2668 T 0.23 0.55 BC 0.78 4x 2 SP-SS J -N 0.77 2668 T 0.23 0.54 REFER TO ROBBINS ENG. GENERAL EX S1-D 4x 2 SP-#2 N -S1 0.32 2845 T 0.30 0.02 NOTES AND SYMBOLS SHEET FOR WB 0.47 4x 2 SP-#3 S1-M 0.61 2845 T 0.59 0.02 ADDITIONAL SPECIFICATIONS. M -L 0.71 2396 T 0.22 0.49 Brace truss as follows: L -K 0.60 1475 T 0.13 0.47 NOTES: O.C. From To K -D 0.28 0 T 0.00 0.28 Trusses Manufactured by: TC Cont. 0- 0- 0 16- 6-11 -------------Webs------------ East Coast Lumber BC Cont. 0- 0- 0 16- 6-11 B -A 0.10 527 C Analysis Conforms To: B -A 0.10 527 C FBC2004 Loading Live Dead (psf) A -P 0.47 1176 T Design checked for LL on BC TC 40.0 10.0 P -Q 0.21 1073 C per BOCA (section 1606.2.3), BC 0.0 5.0 Q -0 0.29 745 T IBC/IRC-2003,and FBC 2004 Total 40.0 15.0 55.0 O -G 0.19 961 C (section 1607.1), 20.0 psf. Spacing 24.0" H -G 0.16 409 T Design checked for 10 psf non - Lumber Duration Factor 1.00 J -I 0.07 369 C concurrent LL on BC. Plate Duration Factor 1.00 I -N 0.19 474 T Provide 2X6 continuous TC Fb=1.15 Fc=1.10 Ft=1.10 N -R 0.07 189 T strongbacks (on edge) every BC Fb=1.10 Fc=1.10 Ft=1.10 R -M 0.06 324 C 10.0 Ft. Fasten to each M -S 0.13 341 T truss w/ 3-16d nails at Plus 2 Unbalanced Load Cases S -L 0.13 665 C truss member(s). Plus 1 UBC LL Load Case(s) L -T 0.28 702 T This truss must be installed Plus 1 BC LL Load Case(s) T -K 0.21 1085 C as shown. It cannot be K -C 0.44 1108 T installed upside-down. Checked for NonConcurrent 200 D -C 0.10 513 C Max comp. force 2816 Lbs Lbs Moving Point Load applied D -C 0.10 513 C Quality Control Factor 1.25 at Panel Points and Mid -panel on BC LL Defl -0.27" in J -N L/704 FABRICATOR NOTES: TL Defl -0.35" in J -N L/528 1. EAST COAST LUMBER 6 SUPPLY Jt React Uplft Size Req'd Shear // Grain in J -N 0.41 MAURICE A. SHASHOUA, Lbs Lbs In-Sx In-Sx DL Defl -0.13" at J L/999 P.E.#EB5251 6 19554 B 960 OG 4-11 1- 0 5285 ST. LUCIE BLVD. D 941 OG 7- 0 1- 0 Plates for each ply each face. FORT PIERCE FL. 34946 G = Gravity Uplift PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ "SCSI-B1 REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. HANDLING , INSTALLING 6 ----------Top Chords---------- USING GROSS AREA TEST. BRACING TRUSSES. A -Q 0.35 832 C 0.00 0.35 Plate - LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET Q -G 0.74 2056 C 0.02 0.72 Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS. G -I 0.76 2668 C 0.04 0.72 Jt Type Plt Size X Y JSI 2-TBRACE. 3-SEARING BLOCK. I -S2 0.63 2816 C 0.06 0.57 A LOCK 4.Ox 6.0 Ctr-0.5 0.81 4. DESIGNER: JLW S2-R 0.36 2816 C 0.06 0.30 T LOCK 3.Ox 3.0-0.2 Ctr 0.97 R -S 0.35 2625 C 0.05 0.30 C LOCK 4.Ox 6.0 Ctr-0.5 0.80 Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/19/2006 10:37:50 AM Page 1 Job Mark Quan Type Span Pi -Hi Left OH Right OH Eitgiiteering SB42CTFL FT11 1 M100 150908 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC, - 10-0 , 10-0 .. 2-0-0 9-0 9-0 - - - - - 5- 6- 8 lx3 4x6 4x4 3x3 3x3 3x3 3x3 3x3 4x6 A Q G I R S T C E I 1-6-0 B ri rn.D 2x3 P O N J N M L K F 2x3 4x4 4x4 2x3 lx4 3x3 3x3 3x3 4x4 M lx3 . I Common Diagonal: 1-3-0 i 1 W:400 I W:700 R: 920 R: 896 - 15-11- 0 BC• 5-6-8 - 10-3-0 15-9-8 ALL PLATES ARE LOCK20 Scale: 0.390" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.88 4x 2 SP-#2 BC 0.82 4x 2 SP-SS WB 0.44 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 9- 8 BC Cont. 0- 0- 0 15- 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- T -C 0.33 704 C 0.00 0.33 --------Bottom Chords --------- B -P 0.14 0 T 0.00 0.14 P -0 0.26 1474 T 0.06 0.20 O -H 0.82 2343 T 0.21 0.61 H -J 0.82 2343 T 0.21 0.61 J -N 0.77 2343 T 0.21 0.56 N -M 0.31 2605 T 0.28 0.03 M -L 0.36 2233 T 0.10 0.26 L -K 0.31 1395 T 0.06 0.25 K -D 0.14 0 T 0.00 0.14 ------------- Webs ------------- S -A 0.09 504 C B -A 0.09 504 C A -P 0.44 1112 T P -Q 0.20 1018 C Q -0 0.27 695 T 0 -G 0.20 1028 C H -G 0.20 510 T J -I 0.07 396 C I -N 0.21 530 T N -R 0.05 195 C R -M 0.05 268 C M -S 0.11 282 T S -L 0.12 604 C L -T 0.25 642 T T -K 0.20 1025 C K -C 0.42 1048 T D -C 0.09 489 C D -C 0.09 489 C LL Defl -0.25" in J -N L/706 TL Defl -0.34" in J -N L/527 Shear // Grain in O -H 0.43 DL Defl -0.13" at J L/999 B 921 OG 4- 0 1- 0 Plates for each ply each face. D 896 OG 7- 0 1- 0 PLATING CONFORMS TO TPI. G = Gravity Uplift REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC- Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. ----------Top Chords---------- Plate - LOCK 20 Gar Gross Area A -Q 0.36 786 C 0.01 0.35 Plate - RHS 20 Gar Gross Area Q -G 0.85 1820 C 0.01 0.84 Jt Type Plt Size X Y JSI G -I 0.88 2343 C 0.04 0.84 A LOCK 4.Ox 6.0 Ctr-0.5 0.76 I -R 0.66 2548 C 0.05 0.61 Q LOCK 4.Ox 4.0 Ctr-0.5 0.63 R -S 0.36 2424 C 0.05 0.31 C LOCK 4.Ox 6.0 Ctr-0.5 0.75 S -T 0.36 1827 C 0.03 0.33 P LOCK 4.Ox 4.0 Ctr 0.5 0.99 Robbins Engineering. Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 4119/2006 10:37:51 AM Page 1 O LOCK 4.Ox 4.0 Ctr 0.5 0.63 H LOCK 2.Ox 3.0-0.2 Ctr 0.67 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 2548 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: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT10 1 M100 151003 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC. 10-6 10-5 2-0-0 9-0_.9-0 171-8. 5- 7- 3 lx3 4x6 4x4 3x3 3x3 3x3 3x3 3x3 4x6 A R H J S T U C E 1-6-0 B D 2x3 Q P I K O N M L •F 2x3 ;J X 4x4 4x4 2x3 lx4 3x3 3x3 3x3 4x4 lx3 Common Diagonal: 1-3-0 �i W:300 i i W:700 R: 923 R: 899 ' 15-11-11 - - BC 5-7-3 10-3-0 - - -- ""--' 15-10-3 I ALL PLATES ARE LOCK20 Scale: 0.389" = 1' Robbins Engineering, Inc./Online Plus- U -C 0.33 707 C 0.00 0.33 P LOCK 4.Ox 4.0 Ctr 0.5 0.63 --------Bottom Chords--------- I LOCK 2.Ox 3.0-0.2 Ctr 0.65 Online Plus -- Version 18.0.014 B -Q 0.14 0 T 0.00 0.14 K LOCK 1.0x 4.0 Ctr 0.5 0.90 RUN DATE: 19-APR-06 Q -P 0.27 1479 T 0.06 0.21 L LOCK 4.Ox 4.0 Ctr 0.5 0.93 P -I 0.82 2367 T 0.21 0.61 CSI -Size- ----Lumber---- I -K 0.82 2367 T 0.21 0.61 TC 0.87 4x 2 SP-#2 K -0 0.77 2367 T 0.21 0.56 REFER TO ROBBINS ENG. GENERAL BC 0.82 4x 2 SP-SS 0 -N 0.31 2623 T 0.28 0.03 NOTES AND SYMBOLS SHEET FOR WB 0.44 4x 2 SP-#3 N -M 0.36 2245 T 0.10 0.26 ADDITIONAL SPECIFICATIONS. M -L 0.31 1401 T 0.06 0.25 Brace truss as follows: L -D 0.14 0 T 0.00 0.14 NOTES: O.C. From To -------------Webs------------- Trusses Manufactured by: TC Cont. 0- 0- 0 15-10- 3 B -A 0.09 506 C East Coast Lumber BC Cont. 0- 0- 0 15-10- 3 B -A 0.09 506 C Analysis Conforms To: A -Q 0.44 1116 T FBC2004 Loading Live Dead (psf) Q -R 0.20 1021 C Design checked for LL on BC TC 40.0 10.0 R -P 0.27 695 T per BOCA BC 0.0 5.0 P -H 0.20 1020 C IBC/IRC-2003candnO3) FBC2004 Total 40.0 15.0 55.0 I -H 0.20 501 T (section 1607.1), 20.0 psf. Spacing 24.0" K -J 0.07 394 C Design checked for 10 psf non - Lumber Duration Factor 1.00 J -0 0.21 526 T concurrent LL on BC. Plate Duration Factor 1.00 0 -S 0.05 192 C Provide 2X6 continuous TC Fb=1.15 Fc=1.10 Ft=1.10 S -N 0.05 272 C strongbacks (on edge) every BC Fb=1.10 Fc=1.10 Ft=1.10 N -T 0.11 287 T 10.0 Ft. Fasten to each T -M 0.12 608 C truss w/ 3-16d nails at Plus 2 Unbalanced Load Cases M -U 0.25 647 T truss member(s). Plus 1 UBC LL Load Case(s) U -L 0.20 1029 C This truss must be installed Plus 1 BC LL Load Case(s) L -C 0.42 1053 T as shown. It cannot be D -C 0.09 491 C installed upside-down. Checked for NonConcurrent 200 D -C 0.09 491 C Max comp. force 2568 Lbs Lbs Moving Point Load applied Quality Control Factor 1.25 at Panel Points and Mid -panel LL Defl -0.25" in K -0 L/710 on BC TL Defl -0.34" in K -0 L/531 FABRICATOR NOTES: Shear // Grain in P -I 0.42 1. EAST COAST LUMBER S SUPPLY Jt React Uplft Size Req'd DL Defl -0.13" at K L/999 MAURICE A. SHASHOUA, Lbs Lbs In-Sx In-Sx P.E.#EB5251 6 19554 B 924 OG 3- 0 1- 0 Plates for each ply each face. 5285 ST. LUCIE BLVD. D 900 OG 7- 0 1- 0 PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 G = Gravity Uplift REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-B1 ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. HANDLING , INSTALLING 6 ----------Top Chords---------- Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. A -R 0.36 789 C 0.01 0.35 Plate - RES 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET R -H 0.84 1837 C 0.01 0.83 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. H -J 0.87 2367 C 0.04 0.83 A LOCK 4.Ox 6.0 Ctr-0.5 0.77 2-TBRACE. 3-BEARING BLOCK. J -S 0.66 2568 C 0.05 0.61 R LOCK 4.Ox 4.0 Ctr-0.5 0.63 4. DESIGNER: JLW S -T 0.36 2439 C 0.05 0.31 C LOCK 4.Ox 6.0 Ctr-0.5 0.76 T -U 0.36 1836 C 0.03 0.33 Q LOCK 4.Ox 4.0 Ctr 0.5 1.00 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 10:37:50 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB42CTFL FT8 1 M100 171003 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC :1-2-11 2-0-0 �9-0 9-0 :1-1-8 7- 7- 3 - •- - - -- lx3 4x6 3x4 4x4 3x4 lx4 3x3 3x3 3x3 3x4 4x6 A Q R S2 G I S T U C E 1-6-0 H D 2x3 P O H J N M L K F•2x3 4x4 3x3 4x4 lx4 3x3 Sl 3x3 3x4 4x4 M�j: 1 x 3 3x6 Common Diagonal: 1-3-0 W:411 W:700 11:1027 R:1015 17-11-11 - .- BC, 7-7-3 -- 10-3-0 - - --- ' 17-10-3 - - -- = ALL PLATES ARE LOCK20 Scale: 0.348" = 1' Robbins Engineering, Inc./Online Plus- T -U 0.36 2151 C 0.04 0.32 U LOCK 3.Ox 4.0-0.2 Ctr 0.98 U -C 0.32 812 C 0.00 0.32 C LOCK 4.Ox 6.0 Ctr-0.5 0.87 Online Plus -- Version 18.0.014 --------Bottom Chords--------- P LOCK 4.Ox 4.0-0.5 0.5 0.97 RUN DATE: 19-APR-06 B -P 0.14 0 T 0.00 0.14 O LOCK 3.Ox 3.0-0.5 Ctr 0.98 P -0 0.32 1702 T 0.07 0.25 H LOCK 4.Ox 4.0-0.5 0.5 0.64 CSI -Size- ----Lumber---- 0 -H 0.56 2752 T 0.20 0.36- J LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.86 4x 2 SP-#2 H -J 0.70 3214 T 0.27 0.43 L LOCK 3.Ox 4.0 0.2 Ctr 0.98 BC 0.70 4x 2 SP-SS J -N 0.70 3214 T 0.27 0.43 K LOCK 4.Ox 4.0 0.2 0.5 0.98 EX S1-D 4x 2 SP-#2 N -S1 0.35 3246 T 0.35 0.00 WB 0.51 4x 2 SP-#3 S1-M 0.71 3246 T 0.68 0.03 M -L 0.73 2668 T 0.24 0.49 REFER TO ROBBINS ENG. GENERAL Brace truss as follows: L -K 0.61 1610 T 0.14 0.47 NOTES AND SYMBOLS SHEET FOR O.C. From To K -D 0.28 0 T 0.00 0.28 ADDITIONAL SPECIFICATIONS. TC Cont. 0- 0- 0 17-10- 3 ------------- Webs ------------- BC Cont. 0- 0- 0 17-10- 3 B -A 0.11 563 C NOTES: B -A 0.11 563 C Trusses Manufactured by: Loading Live Dead (psf) A -P 0.51 1284 T East Coast Lumber TC 40.0 10.0 P -Q 0.23 1180 C Analysis Conforms To: BC 0.0 5.0 Q -O 0.30 763 T FBC2004 Total 40.0 15.0 55.0 0 -R 0.16 796 C Design checked for LL on BC Spacing 24.0" R -H 0.34 848 T per BOCA (section 1606.2.3), Lumber Duration Factor 1.00 H -G 0.07 366 C IBC/IRC-2003,and FBC 2004 Plate Duration Factor 1.00 J -I 0.05 267 C (section 1607.1), 20.0 psf. . TC Fb=1.15 Fc=1.10 Ft=1.10 I -N 0.14 351 T Design checked for 10 psf non - BC Fb=1.10 Fc=1.10 Ft=1.10 N -S 0.11 280 T concurrent LL on BC. S -M 0.08 417 C Provide 2X6 continuous Plus 2 Unbalanced Load Cases M -T 0.17 439 T strongbacks (on edge) every Plus 1 UBC LL Load Cases) T -L 0.15 767 C 10.0 Ft. Fasten to each Plus 1 BC LL Load Cases) L -U 0.32 804 T truss w/ 3-16d nails at U -K 0.23 1185 C truss member(s). Checked for NonConcurrent 200 K -C 0.48 1209 T This truss must be installed Lbs Moving Point Load applied D -C 0.10 554 C as shown. It cannot be at Panel Points and Mid -panel D -C 0.10 554 C installed upside-down. on BC Max comp. force 3267 Lbs LL Defl -0.27" in J -N L/747 Quality Control Factor 1.25 Jt React Uplft Size Req'd TL Defl -0.36" in J -N L/556 Lbs Lbs In-Sx In-Sx Shear // Grain in J -N 0.36 FABRICATOR NOTES: B 1028 OG 4-11 1- 0 DL Defl -0.14" at J L/999 1. EAST COAST LUMBER 6 SUPPLY D 1016 OG 7- 0 1- 0 MAURICE A. SHASHOUA, G = Gravity Uplift Plates for each ply each face. P.E.#EB5251 6 19554 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. Membr CSI P Lbs Axl-CSI-Bnd REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 ----------Top Chords---------- ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ 11SCSI-B1 A -Q 0.38 908 C 0.00 0.38 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE Q -R 0.43 2216 C 0.05 0.38 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 R -S2 0.21 3214 C 0.12 0.09 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. S2-G 0.86 3214 C 0.06 0.80 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET G -I 0.86 3214 C 0.06 0.80 A LOCK 4.Ox 6.0 Ctr-0.5 0.88 FOR: 1-JACK NAILS. I -S 0.60 3267 C 0.07 0.53 R LOCK 4.Ox 4.0 Ctr-0.5 0.76 2-TBRACE. 3-BEARING BLOCK. S -T 0.35 2963 C 0.06 0.29 G LOCK 1.0x 4.0 Ctr-0.5 0.98 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"" 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/19/2006 10:37:49 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT7 1 M100 191003 10600 0 0 ENGLE/SB42CTFL/M##2670 HO 1-6-0 HO 1-6-0 TC 811.; 2-0-0 . 9-0.9-0! 9- 7- 3 lx3 E 4x6 4x4 3x3 3x4 4x4 lx4 3x3 3x3 3x3 4x4 4x6 A R S S2 T G I U V W C 1-6-0 B 2x3 Q P O H J N S1 im-D M L K F. 2x3 r 5x4 4x4 3x3 4x4 lx4 3x3 3x6 3x3 4x4 5x4 Common Diagonal: 1-3-0 W : 411 I w:'P�im R:1132 R:1130 19-11-11 BC 9-7-3 10-3-0 - - 19-10-3 ALL PLATES ARE LOCK20 Scale: 0.314" = 1' Robbins Engineering, Inc./Online Plus- W -C 0.32 915 C 0.00 0.32 G LOCK 1.0x 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- W LOCK 4.Ox 4.0 Ctr-0.5 0.86 Online Plus -- Version 18.0.014 B -Q 0.22 0 T 0.00 0.22 C LOCK 4.Ox 6.0 Ctr-0.5 0.98 RUN DATE: 19-APR-06 Q -P 0.51 1902 T 0.12 0.39 Q LOCK 5.Ox 4.0-0.5 1.0 0.94 P -O 0.60 3145 T 0.21 0.39 P LOCK 4.Ox 4.0 Ctr 0.5 0.84 CSI -Size- ----Lumber---- O -H 0.85 3908 T 0.43 0.42 H LOCK 4.Ox 4.0-0.5 0.5 0.61 TC 0.77 4x 2 SP-#2 H -J 0.93 4062 T 0.49 0.44 J LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.93 4x 2 SP-#1 J -N 0.93 4062 T 0.49 0.44 L LOCK 4.Ox 4.0 Ctr 0.5 0.86 EX Sl-D 4x 2 SP-#2 N -Sl 0.66 3860 T 0.63 0.03 K LOCK 5.Ox 4.0 0.2 1.0 0.97 WB 0.57 4x 2 SP-#3 Sl-M 0.86 3860 T 0.81 0.05 M -L 0.75 3086 T 0.26 0.49 Brace truss as follows: L -K 0.63 1818 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 19-10- 3 -------------Webs------------- ADDITIONAL SPECIFICATIONS. BC Cont. 0- 0- 0 19-10- 3 B -A 0.12 618 C B -A 0.12 618 C NOTES: Loading Live Dead (psf) A -Q 0.57 1421 T Trusses Manufactured by: TC 40.0 10.0 Q -R 0.26 1333 C East Coast Lumber BC 0.0 5.0 R -P 0.37 944 T Analysis Conforms To: Total 40.0 15.0 55.0 P -S 0.18 903 C FBC2004 Spacing 24.0" S -0 0.22 566 T Design checked for LL on BC Lumber Duration Factor 1.00 O -T 0.11 592 C per BOCA (section 1606.2.3), Plate Duration Factor 1.00 T -H 0.26 671 T IBC/IRC-2003,and FBC 2004 TC Fb=1.15 Fc=1.10 Ft=1.10 H -G 0.07 377 C (section 1607.1), 20.0 psf. BC Fb=1.10 Fc=1.10 Ft=1.10 J -I 0.09 242 T Design checked for 10 psf non - I -N 0.11 567 C concurrent LL on BC. Plus 2 Unbalanced Load Cases N -U 0.17 425 T Provide 2X6 continuous Plus 1 UBC LL Load Case(s) U -M 0.11 560 C strongbacks (on edge) every Plus 1 BC LL Load Case(s) M -V 0.23 587 T 10.0 Ft. Fasten to each V -L 0.18 924 C truss w/ 3-16d nails at Checked for NonConcurrent 200 L -W 0.38 960 T truss member(s). Lbs Moving Point Load applied W -K 0.27 1339 C This truss must be installed at Panel Points and Mid -panel K -C 0.54 1363 T as shown. It cannot be on BC D -C 0.12 617 C installed upside-down. D -C 0.12 617 C Max comp. force 4062 Lbs Jt React Uplft Size Req'd Quality Control Factor 1.25 Lbs Lbs in-Sx In-Sx LL Defl -0.32"'in J -N L/718 B 1133 OG 4-11 1- 0 TL Defl -0.43" in J -N L/532 FABRICATOR NOTES: D 1130 OG 7- 0 1- 0 Shear // Grain in D -D 0.32 1. EAST COAST LUMBER 6 SUPPLY G = Gravity Uplift DL Defl -0.17" at J L/999 MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 Membr CSI P Lbs Axl-CSI-Bnd Plates for each ply each face. 5285 ST. LUCIE BLVD. ----------Top Chords---------- PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 A -R 0.35 1005 C 0.01 0.34 REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-Bl R -S 0.40 2537 C 0.06 0.34 ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE S -S2 0.49 3526 C 0.22 0.27 USING GROSS AREA TEST. HANDLING , INSTALLING 6 S2-T 0.38 3526 C 0.22 0.16 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. T -G 0.77 4062 C 0.09 0.68 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET G -I 0.77 4062 C 0.09 0.68 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. I -U 0.52 3964 C 0.07 0.45 A LOCK 4.Ox 6.0 Ctr-0.5 0.98 2-TBRACE. 3-BEARING BLOCK. U -V 0.46 3481 C 0.21 0.25 R LOCK 4.Ox 4.0 Ctr-0.5 0.84 4. DESIGNER: JLW V -W 0.37 2464 C 0.06 0.31 T LOCK 4.Ox 4.0 Ctr-0.5 0.63 Robbins Engineering. Inc./Online PIUST O 1996-2005 Version 18.0.014 Engineering - Portrait 4/192006 10:37:49 AM Page 1 Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering • SB42CTFL FT4 3 M100 210908 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 NO 1-6-0 TC _ 1-5-0 „ 2-0-0 .9-0,9-0: .._ --. -•- ----,1-1-8, - 11- 6- 8 - - - lx3 5x6 4x4 3x4 3x3 3x4 3x3 3x3 3x3 3x3 4x4 5x6 A S T U S2 G I V W X C E 1-6-0 RI : 7SA2x3 B --- Z14 D 2x3 R Q P O H J N M L K F 5x6 4x4 3x3 3x3 ix4 2x3 3x3 3x3 4x4 5x4 lx3 Sl n II 20G-RHS-3xlO LLL111 Common Diagonal: 1-3-0 i HGR W:700 R:1236 11:1240 21-11- 0 - - BC• 11-6-8 10-3-0 . 21-9-8 - _-1 = EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.288" = 1' Robbins Engineering, Inc./Online Plus- --------Bottom Chords--------- X LOCK 4.Ox 4.0 Ctr-0.5 0.99 B -R 0.27 0 T 0.00 0.27 C LOCK 5.Ox 6.0 Ctr-1.0 0.84 Online Plus -- Version 18.0.014 R -Q 0.65 2100 T 0.17 0.48 R LOCK 5.0x 6.0 Ctr 1.0 0.87 RUN DATE: 19-APR-06 Q -P 0.79 3524 T 0.29 0.50 Q LOCK 4.Ox 4.0 Ctr 0.5 0.96 P -S1 0.99 4489 T 0.94 0.05 P LOCK 3.Ox 3.0-0.5 Ctr 0.93 CSI -Size- ----Lumber---- S1-O 0.50 4489 T 0.48 0.02 H LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.92 4x 2 SP-#2 0 -H 0.80 4887 T 0.39 0.41 J LOCK 2.Ox 3.0 0.2 Ctr 0.60 BC 0.99 4x 2 SP-#2 H -J 0.89 4887 T 0.39 0.50 M LOCK 3.Ox 3.0 0.2 Ctr 1.00 EX S1-D 4x 2 SP-SS J -N 0.89 4887 T 0.39 0.50 L LOCK 4.Ox 4.0 Ctr 0.5 0.99 WS 0.62 4x 2 SP-#3 N -M 0.52 4453 T 0.48 0.04 K LOCK 5.0x 4.0 0.5 1.0 0.97 M -L 0.41 3489 T 0.15 0.26 Brace truss as follows: L -K 0.33 2018 T 0.08 0.25 O.C. From To K -D 0.14 0 T 0.00 0.14 REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 21- 9- 8 -------------Webs------------- NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 21- 9- 8 B -A 0.13 675 C ADDITIONAL SPECIFICATIONS. B -A 0.13 675 C Loading Live Dead (psf) A -R 0.62 1568 T NOTES: TC 40.0 10.0 R -S 0.29 1472 C Trusses Manufactured by: BC 0.0 5.0 S -Q 0.43 1076 T East Coast Lumber Total 40.0 15.0 55.0 Q -T 0.20 1040 C Analysis Conforms To: Spacing 24.0" T -P 0.29 732 T FBC2004 Lumber Duration Factor 1.00 P -U 0.14 703 C Design checked for LL on BC Plate Duration Factor 1.00 U -0 0.19 479 T per BOCA (section 1606.2.3), TC Fb=1.15 Fc=1.10 Ft=1.10 0 -G 0.12 606 C IBC/IRC-2003,and FBC 2004 BC Fb=1.10 Fc=1.10 Ft=1.10 H -G 0.08 202 T (section 1607.1), 20.0 psf. J -I 0.17 440 T Design checked for 10 psf non - Plus 2 Unbalanced Load Cases I -N 0.16 850 C concurrent LL on BC. Plus 1 UBC LL Load Case(s) N -V 0.22 561 T Provide 2X6 continuous Plus 1 BC LL Load Case(s) V -M 0.14 696 C strongbacks (on edge) every M -W 0.29 731 T 10.0 Ft. Fasten to each Checked for NonConcurrent 200 W -L 0.21 1076 C truss w/ 3-16d nails at Lbs Moving Point Load applied L -X 0.44 1110 T truss member(s). at Panel Points and Mid -panel X -K 0.30 1488 C This truss must be installed on BC K -C 0.60 1511 T as shown. It cannot be D -C 0.13 678 C installed upside -dorm. Jt React Uplft Size Req'd D -C 0.13 678 C Max comp. force 4888 Lbs Lbs Lbs In-Sx In-Sx Quality Control Factor 1.25 S 1236 OG 3- 8 1- 0 LL Defl -0.46" in 0 -H L/548 D 1241 OG 7- 0 1- 0 TL Defl -0.62" in 0 -H L/405 FABRICATOR NOTES: G = Gravity Uplift Shear // Grain in J -N 0.39 1. EAST COAST LUMBER 6 SUPPLY DL Defl -0.25" at H L/999 MAURICE A. SHASHOUA, Membr CSI P Lbs Axl-CSI-Bnd P.E.#EB5251 6 19554 ----------Top Chords---------- Plates for each ply each face. 5285 ST. LUCIE BLVD. A -S 0.36 1109 C 0.01 0.35 PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 S -T 0.43 2824 C 0.08 0.35 REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "SCSI-B1 T -U 0.52 4016 C 0.11 0.41 ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE U -S2 0.92 4699 C 0.44 0.48 USING GROSS AREA TEST. HANDLING , INSTALLING 6 S2-G 0.90 4699 C 0.28 0.62 Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. G -I 0.79 4888 C 0.13 0.66 Plate - RHS 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET I -V 0.76 4634 C 0.10 0.66 Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. V -W 0.58 3981 C 0.28 0.30 A LOCK 5.Ox 6.0 Ctr-1.0 0.87 2-TBRACE. 3-BEARING BLOCK. W -X 0.39 2765 C 0.08 0.31 S LOCK 4.Ox 4.0 Ctr-0.5 0.96 4. DESIGNER: JLW X -C 0.32 1015 C 0.01 0.31 W LOCK 3.Ox 3.0-0.2 Ctr 1.00 Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/192006 10:37:46 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT4A 4 M100 210708 10600 0 0 ENGLE/SB42CTFL/M#2670 NO 1-6-0 HO 1-6-0 TC. - 175-0 2-0-0 - :,1-278, 5x6 4x4 3x3 3x3 3x4 3x3 1x4 4x4 3x3 4x4 5x6 A P Q R S2 E G S T U C 1-6-0 B 2x3 O 5x6 HGR R:1226 BC n M L FH K 4x4 3x3 3x3 1X4 4x4 3x3 Common Diagonal: 1-3-0 S1 20G-RHS-3x10 11-6-8 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.97 4x 2 SP-#2 BC 0.80 4x 2 SP-SS EX S1-D 4x 2 SP-#1 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 1227 OG 3- 8 1- 0 D 1232 OG 3- 8 1- 0 G = Gravity Uplift 21-7-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- --------Bottom Chords --------- * -O 0.14 0 T 0.00 0.14 O -N 0.33 2082 T 0.08 0.25 N -M 0.41 3488 T 0.15 0.26 M -L 0.50 4439 T 0.48 0.02 L -F 0.80 4803 T 0.38 0.42 F -H 0.80 4803 T 0.38 0.42 H -S1 0.71 4453 T 0.32 0.39 S1-K 0.81 4453 T 0.73 0.08 K -J 0.65 3512 T 0.57 0.08 J -I 0.52 2091 T 0.13 0.39 I -D 0.23 0 T 0.00 0.23 ------------- Webs ------------- B -A 0.13 670 C B -A 0.13 670 C A -O 0.62 1555 T O -P 0.29 1460 C P -N 0.42 1063 T N -Q 0.20 1026 C Q -M 0.28 720 T M -R 0.14 694 C R -L 0.18 471 T L -E 0.11 591 C F -E 0.07 186 C H -G 0.06 351 C H -S 0.33 835 T S -K 0.14 707 C K -T 0.27 690 T T -J 0.20 1032 C J -U 0.43 1080 T U -I 0.29 1468 C I -C 0.62 1560 T D -C 0.13 672 C D -C 0.13 672 C LL Defl -0.46" in L -F L/554 TL Defl -0.61" in L -F L/410 Shear // Grain in E -G 0.33 DL Defl -0.24" at F L/999 Plates for each ply each face. Membr CSI P Lbs Axl-CSI-Bnd PLATING CONFORMS TO TPI. ----------Top Chords---------- REPORTS: SBCCI 9761 A -P 0.36 1099 C 0.00 0.36 ROBBINS ENGINEERING, INC. P -Q 0.43 2797 C 0.08 0.35 USING GROSS AREA TEST. Q -R 0.54 3972 C 0.11 0.43 Plate - LOCK 20 Ga, Gross Area R -S2 0.96 4637 C 0.27 0.69 Plate - RHS 20 Ga, Gross Area S2-E 0.97 4637 C 0.27 0.70 Jt Type Plt Size X Y JSI E -G 0.93 4803 C 0.13 0.80 A LOCK 5.0x 6.0 Ctr-1.0 0.87 G -S 0.93 4803 C 0.13 0.80 P LOCK 4.Ox 4.0 Ctr-0.5 0.95 S -T 0.58 3977 C 0.28 0.30 Q LOCK 3.Ox 3.0 0.2 Ctr 0.99 T -U 0.41 2818 C 0.08 0.33 G LOCK 1.0x 4.0 Ctr-0.5 0.98 U -C 0.34 1103 C 0.01 0.33 S LOCK 4.Ox 4.0 Ctr-0.5 0.74 Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/192006 10:37:47 AM Page 1 10-1-0 FaCX ICI D J 1 ® 2x3 4x4 5x6 W:308 R:1232 Scale: 0.290" = 1' T LOCK 3.Ox 3.0-0.2 Ctr 0.95 U LOCK 4.Ox 4.0 Ctr-0.5 0.96 C LOCK 5.Ox 6.0 Ctr-1.0 0.87 O LOCK 5.0x 6.0 Ctr 1.0 0.87 N LOCK 4.Ox 4.0 Ctr 0.5 0.95 M LOCK 3.Ox 3.0-0.2 Ctr 0.99 F LOCK 1.0x 4.0 Ctr 0.5 0.98 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 5.0x 6.0 Ctr 1.0 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 4803 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT3A 2 M100 230808 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 0 0 HO 1-6-0 TC 0 0 _ ... i 2-0-0 ,1-2781. - - -- 13- 7- 8 - 4x6 4x4 3x3 3x3 3x3 3x4 3x3 lx4 4x4 3x3 4x4 4x6 A Q R S T S2 E G U V W C 1-6-0 B D • 2x3 P O N M L F H R J 12x3 4x4 4x4 3x3 3x3 3x3 lx4 4x4 3x3 4x4 4x4 HGR Common Diagonal: 1-3-0 S1 20G-RHS-3xlO W:308 11:3069 R:1079 BC 13-7-8 - 10-1-0 23-8-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.266" = V Robbins Engineering, Inc./Online Plus- B -P 0.14 0 T 0.00 0.14 V LOCK 3.Ox 3.0-0.2 Ctr 0.92 P -O 0.33 1832 T 0.08 0.25 W LOCK 4.Ox 4.0 Ctr-0.5 0.89 Online Plus -- Version 18.0.014 0 -N 0.40 3123 T 0.14 0.26 C LOCK 4.Ox 6.0 Ctr-0.5 0.95 RUN DATE: 19-APR-06 N -M 0.46 4024 T 0.43 0.03 P LOCK 4.Ox 4.0-0.8 0.5 0.98 M -L 0.51 4546 T 0.49 0.02 O LOCK 4.Ox 4.0 Ctr 0.5 0.87 CSI -Size- ----Lumber---- L -F 0.87 4514 T 0.37 0.50 N LOCK 3.Ox 3.0-0.2 Ctr 0.94 TC 0.97 4x 2 SP-#2 F -H 0.87 4514 T 0.37 0.50 F LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.87 4x 2 SP-SS H -S1 0.71 4087 T 0.30 0.41 H LOCK 4.Ox 4.0 0.5 0.5 0.65 EX S1-D 4x 2 SP-#2 S1-K 0.98 4087 T 0.85 0.13 K LOCK 3.Ox 3.0 0.2 Ctr 0.92 WB 0.55 4x 2 SP-#3 K -J 0.79 3157 T 0.66 0.13 J LOCK 4.Ox 4.0 Ctr 0.5 0.89 J -I 0.63 1851 T 0.15 0.48 I LOCK 4.Ox 4.0 0.8 0.5 0.98 Brace truss as follows: I -D 0.28 0 T 0.00 0.28 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 23- 8- 8 B -A 0.11 584 C REFER TO ROBBINS ENG. GENERAL BC Cont. 0- 0- 0 23- 8- 8 B -A 0.11 584 C NOTES AND SYMBOLS SHEET FOR A -P 0.54 1368 T ADDITIONAL SPECIFICATIONS. Loading Live Dead (psf) P -Q 0.25 1286 C TC 40.0 10.0 Q -0 0.39 973 T NOTES: BC 0.0 5.0 0 -R 0.19 945 C Trusses Manufactured by: Total 40.0 15.0 55.0 R -N 0.27 684 T East Coast Lumber Spacing 19.2" N -S 0.13 655 C Analysis Conforms To: Lumber Duration Factor 1.00 S -M 0.15 396 T FBC2004 Plate Duration Factor 1.00 M -T 0.07 379 C Design checked for LL on BC TC Fb=1.15 Fc=1.10 Ft=1.10 T -L 0.12 306 T per BOCA (section 1606.2.3), BC Fb=1.10 Fc=1.10 Ft=1.10 L -E 0.14 373 T IBC/IRC-2003,and FBC 2004 F -E 0.05 281 C (section 1607.1), 20.0 psf. Plus 2 Unbalanced Load Cases H -G 0.07 360 C Design checked for 10 psf non - Plus 1 UBC LL Load Case(s) H -U 0.34 854 T concurrent LL on BC. Plus 1 BC LL Load Case(s) U -K 0.14 715 C Provide 2X6 continuous K -V 0.26 667 T strongbacks (on edge) every Checked for NonConcurrent 200 V -J 0.19 947 C 10.0 Ft. Fasten to each Lbs Moving Point Load applied J -W 0.39 993 T truss w/ 3-16d nails at at Panel Points and Mid -panel W -I 0.26 1302 C truss member(s). on BC I -C 0.55 1379 T This truss must be installed D -C 0.11 589 C as shown. It cannot be Jt React Uplft Size Req'd D -C 0.11 589 C installed upside-down. Lbs Lbs In-Sx In-Sx Max comp, force 4581 Lbs B 1070 OG 3- 8 1- 0 LL Defl -0.55" in L -F L/501 Quality Control Factor 1.25 D 1079 OG 3- 8 1- 0 TL Defl -0.75" in L -F L/369 G = Gravity Uplift Shear // Grain in E -G 0.33 FABRICATOR NOTES: DL Defl -0.29" at F L/941 1. EAST COAST LUMBER 6 SUPPLY Membr CSI P Lbs Axl-CSI-Bnd MAURICE A. SHASHOUA, ----------Top Chords---------- Plates for each ply each face. P.E.#EB5251 6 19554 A -Q 0.28 967 C 0.01 0.27 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. Q -R 0.33 2487 C 0.06 0.27 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 R -S 0.42 3583 C 0.22 0.20 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ 11BCSI-B1 S -T 0.45 4291 C 0.20 0.25 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE T -S2 0.74 4581 C 0.33 0.41 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 S2-E 0.85 4581 C 0.21 0.64 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. E -G 0.97 4514 C 0.12 0.85 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET G -U 0.97 4514 C 0.12 0.85 A LOCK 4.Ox 6.0 Ctr-0.5 0.94 FOR: 1-JACK NAILS. U -V 0.49 3606 C 0.23 0.26 Q LOCK 4.Ox 4.0 Ctr-0.5 0.87 2-TBRACE. 3-BEARING BLOCK. V -W 0.32 2520 C 0.06 0.26 R LOCK 3.Ox 3.0 0.2 Ctr 0.94 4. DESIGNER: JLW W -C 0.27 975 C 0.00 0.27 G LOCK 1.0x 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- U LOCK 4.Ox 4.0 Ctr-0.5 0.76 Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/19/2006 10:37:46 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FT3 2 M100 231008 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 NO 1-6-0 o 0 m 2 o 0 0 TC " 2-0-0 �9-0.9-0, + 13- 7- 8 lx3 4x6 4x4 3x3 3x3 3x3 3x43x3 3x3 3x3 3x3 4x4 4x6 A T U V W S2 G I X Y Z CE IP 1-6-0 B D 2x3 S R Q P O H J N M L A F 2x3 4x4 4x4 3x3 3x3 S1 3x3 lx4 2x3 3x3 3x3 4x4 4x4 ix3 20G-RHS-3xlO Common Diagonal: 1-3-0 I i HGR W:700 R:1077 R:1086 24- 0- 0 BC 13-7-8 10-3-0- 23-10-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.263" = 1' Robbins Engineering, Inc./Online P1us- B -S 0.27 0 T 0.00 0.27 Y LOCK 3.Ox 3.0-0.2 Ctr 0.97 S -R 0.64 1847 T 0.16 0.48 Z LOCK 4.Ox 4.0 Ctr-0.5 0.91 Online Plus -- Version 18.0.014 R -Q 0.78 3151 T 0.28 0.50 C LOCK 4.Ox 6.0 Ctr-0.5 0.96 RUN DATE: 19-APR-06 Q -P 0.91 4067 T 0.85 0.06 S LOCK 4.Ox 4.0-0.8 0.5 0.98 P -S1 1.00 4599 T 0.96 0.04 R LOCK 4.Ox 4.0 Ctr 0.5 0.88 CSI -Size- ----Lumber---- Si-O 0.51 4599 T 0.49 0.02 Q LOCK 3.Ox 3.0-0.2 Ctr 0.95 TC 0.82 4x 2 SP-#2 O -H 0.85 4598 T 0.37 0.48 H LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 1.00 4x 2 SP-q2 H -J 0.90 4598 T 0.37 0.53 J LOCK 2.Ox 3.0 0.2 Ctr 0.60 EX S1-D 4x 2 SP-SS J -N 0.90 4598 T 0.37 0.53 M LOCK 3.Ox 3.0 0.2 Ctr 0.97 WB 0.55 4x 2 SP-#3 N -M 0.49 4066 T 0.44 0.05 L LOCK 4.Ox 4.0 Ctr 0.5 0.91 M -L 0.39 3133 T 0.14 0.25 K LOCK 4.Ox 4.0 0.8 0.5 0.99 Brace truss as follows: L -K 0.32 1784 T 0.07 0.25 O.C. From To K -D 0.14 0 T 0.00 0.14 TC Cont. 0- 0- 0 23-10- 8 -------------Webs------------- REFER TO ROBBINS ENG. GENERAL BC Cont. 0- 0- 0 23-10- 8 B -A 0.11 588 C NOTES AND SYMBOLS SHEET FOR B -A 0.11 588 C ADDITIONAL SPECIFICATIONS. Loading Live Dead (psf) A -S 0.55 1379 T TC 40.0 10.0 S -T 0.26 1296 C NOTES: BC 0.0 5.0 T -R 0.39 983 T Trusses Manufactured by: Total 40.0 15.0 55.0 R -U 0.19 955 C East Coast Lumber Spacing 19.2" U -Q 0.27 695 T Analysis Conforms To: Lumber Duration Factor 1.00 Q -V 0.13 666 C FBC2004 Plate Duration Factor 1.00 V -P 0.16 404 T Design checked for LL on BC TC Fb=1.15 Fc=1.10 Ft=1.10 P -W 0.07 386 C per BOCA (section 1606.2.3), BC Fb=1.10 Fc=1.10 Ft=1.10 W -0 0.12 314 T IBC/IRC-2003,and FBC 2004 0 -G 0.13 348 T (section 1607.1), 20.0 psf. Plus 2 Unbalanced Load Cases H -G 0.05 294 C Design checked for 10 psf non - Plus 1 UBC LL Load Case(s) J -I 0.18 463 T concurrent LL on BC. Plus 1 BC LL Load Case(s) I -N 0.17 880 C Provide 2X6 continuous N -X 0.22 569 T strongbacks (on edge) every Checked for NonConcurrent 200 X -M 0.13 674 C 10.0 Ft. Fasten to each Lbs Moving Point Load applied M -Y 0.28 707 T truss w/ 3-16d nails at at Panel Points and Mid -panel Y -L 0.19 990 C truss member(s). on BC L -Z 0.40 1016 T This truss must be installed Z -K 0.26 1316 C as shown. It cannot be Jt React Uplft Size Req'd K -C 0.53 1335 T installed upside-down. Lbs Lbs In-Sx In-Sx D -C 0.11 594 C Max comp. force 4647 Lbs B 1077 OG 3- 8 1- 0 D -C 0.11 594 C Quality Control Factor 1.25 D 1086 OG 7- 0 1- 0 G = Gravity Uplift LL Defl -0.55" in 0 -H L/497 FABRICATOR NOTES: TL Defl -0.75" in 0 -H L/366 1. EAST COAST LUMBER 6 SUPPLY Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in J -N 0.42 MAURICE A. SHASHOUA, ----------Top Chords---------- DL Defl -0.30" at H L/930 P.E.#EB5251 6 19554 A -T 0.28 975 C 0.01 0.27 5285 ST. LUCIE BLVD. T -U 0.33 2508 C 0.06 0.27 Plates for each ply each face. FORT PIERCE FL. 34946 U -V 0.43 3619 C 0.23 0.20 PLATING CONFORMS TO TPI. 2. !!!CAUTION!!! READ "SCSI-B1 V -W 0.44 4340 C 0.29 0.15 REPORTS: SBCCI 9761 SUMMARY SHEET" BEFORE W -S2 0.71 4647 C 0.34 0.37 ROBBINS ENGINEERING, INC. HANDLING , INSTALLING 6 S2-G 0.77 4647 C 0.22 0.55 USING GROSS 'AREA TEST. BRACING TRUSSES. G -I 0.82 4598 C 0.12 0.70 Plate - LOCK 20 Ga, Gross Area 3. SEE ATTACHED DETAIL SHEET I -X 0.80 4276 C 0.10 0.70 Plate - RHS 20 Ga, Gross Area FOR: 1-JACK NAILS. X -Y 0.48 3609 C 0.23 0.25 Jt Type Plt Size X Y JSI 2-TBRACE. 3-BEARING BLOCK. Y -Z 0.30 2467 C 0.06 0.24 A LOCK 4.Ox 6.0 Ctr-0.5 0.95 4. DESIGNER: JLW Z -C 0.25 897 C 0.00 0.25 T LOCK 4.Ox 4.0 Ctr-0.5 0.88 --------Bottom Chords--------- U LOCK 3.Ox 3.0 0.2 Ctr 0.95 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 411W006 10:37:45 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SBu2CTFL FT2 5 M100 240108 10600 0 0 ENGLE/SB42CTFL/M#2670 HO 1-6-0 Co O HO 1-6-0 m o TC1 O O O 2-0-0 CD CD 111 13-10- 8 •- lx3 lx3 4x6 4x4 3x3 3x3 3x3 3x43x3 3x3 4x4 3x3 4x4 4x6 A S T U V S2 F H W X Y D B 1-6-0 C E 4x4 R Q P O N 2 G I M L A 2x3 J 4x4 4x4 3x3 3x3 S1 3x3 lx4 2x34x4 3x3 4x4 4x4 ;1x3 W:600 20G-RHS-3xlO 1 W:700 R:1083 Common Diagonal: 1-3-0 R:1091 24- 3- 0 BC 13-10-8 10-3-0 1 24-1-8 EXCEPT AS SHOWN ALL PLATES ARE LOCA20 Scale: 0.257" = 1- Robbins Engineering, Inc./Online P1us- R -Q 0.51 1857 T 0.12 0.39 Y LOCK 4.Ox 4.0 Ctr-0.5 0.90 Q -P 0.62 3171 T 0.22 0.40 D LOCK 4.Ox 6.0 Ctr-0.5 0.96 Online Plus -- Version 18.0.014 P -0 0.72 4096 T 0.67 0.05 C LOCK 4.Ox 4.0 Ctr 0.5 0.72 RUN DATE: 19-APR-06 0 -Sl 0.80 4641 T 0.76 0.04 R LOCK 4.Ox 4.0-0.8 0.5 0.99 Sl-N 0.52 4641 T 0.50 0.02 Q LOCK 4.Ox 4.0 Ctr 0.5 0.88 CSI -Size- ----Lumber---- N -G 0.87 4642 T 0.38 0.49 P LOCK 3.Ox 3.0-0.2 Ctr 0.96 TC 0.86 4x 2 SP-#2 G -I 0.93 4642 T 0.38 0.55 G LOCK 1.Ox 4.0 Ctr 0.5 0.98 BC 0.80 4x 2 SP-111 I -M 0.93 4642 T 0.38 0.55 I LOCK 2.Ox 3.0 0.2 Ctr 0.64 EX S1-E 4x 2 SP-SS M -L 0.49 4134 T 0.44 0.05 M LOCK 4.Ox 4.0 Ctr 0.5 0.60 WB 0.56 4x 2 SP-#3 L -K 0.39 3210 T 0.14 0.25 L LOCK 3.Ox 3.0 0.2 Ctr 0.96 K -J 0.33 1874 T 0.08 0.25 K LOCK 4.Ox 4.0 Ctr 0.5 0.90 Brace truss as follows: J -E 0.16 0 T 0.00 0.16 J LOCK 4.Ox 4.0 0.8 0.5 1.00 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 24- 1- 8 C -A 0.11 591 C BC Cont. 0- 0- 0 24- 1- 8 C -A 0.11 591 C REFER TO ROBBINS ENG. GENERAL A -R 0.55 1386 T NOTES AND SYMBOLS SHEET FOR Loading Live Dead (psf) R -S 0.26 1303 C ADDITIONAL SPECIFICATIONS. TC 40.0 10.0 S -Q 0.39 990 T BC 0.0 5.0 Q -T 0.19 963 C NOTES: Total 40.0 15.0 55.0 T -P 0.28 701 T Trusses Manufactured by: Spacing 19.2" P -U 0.13 673 C East Coast Lumber Lumber Duration Factor 1.00 U -0 0.16 413 T Analysis Conforms To: Plate Duration Factor 1.00 0 -V 0.08 397 C FBC2004 TC Fb=1.15 Fc=1.10 Ft=1.10 V -N 0.12 310 T Design checked for LL on BC BC Fb=1.10 Fc=1.10 Ft=1.10 N -F 0.13 343 C per BOCA (section 1606.2.3), G -F 0.05 280 C IBC/IRC-2003,and FBC 2004 Plus 2 Unbalanced Load Cases I -H 0.19 493 T (section 1607.1), 20.0 psf. Plus 1 UBC LL Load Case(s) H -M 0.18 913 C Design checked for 10 psf non - Plus 1 BC LL Load Case(s) M -W 0.23 577 T concurrent LL on BC. W -L 0.13 668 C Provide 2X6 continuous Checked for NonConcurrent 200 L -X 0.28 700 T strongbacks (on edge) every Lbs Moving Point Load applied X -K 0.19 980 C 10.0 Ft. Fasten to each at Panel Points and Mid -panel K -Y 0.40 1006 T truss w/ 3-16d nails at on BC Y -J 0.26 1315 C truss member(s). J -D 0.56 1399 T This truss must be installed Jt React Uplft Size Req'd E -D 0.11 597 C as shown. It cannot be Lbs Lbs In-Sx In-Sx E -D 0.11 597 C installed upside-down. C 1084 OG 6- 0 1- 0 Max comp. force 4691 Lbs E 1092 OG 7- 0 1- 0 LL Defl -0.56" in N -G L/489 Quality Control Factor 1.25 G = Gravity Uplift TL Defl -0.77" in N -G L/360 Shear // Grain in I -M 0.46 FABRICATOR NOTES: Membr CSI P Lbs Axl-CSI-Bnd DL Defl -0.30" at G L/916 1. EAST COAST LUMBER S SUPPLY ----------Top Chords--------- MAURICE A. SHASHOUA, A -S 0.28 980 C 0.01 0.27 Plates for each ply each face. P.E.#EB5251 S 19554 S -T 0.33 2523 C 0.06 0.27 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. T -U 0.43 3643 C 0.23 0.20 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 U -V 0.46 4374 C 0.14 0.32 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ 11SCSI-B1 V -S2 0.82 4691 C 0.24 0.58 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE S2-F 0.82 4691 C 0.24 0.58 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 F -H 0.86 4642 C 0.13 0.73 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. H -W 0.83 4330 C 0.10 0.73 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET W -X 0.50 3682 C 0.24 0.26 A LOCK 4.Ox 6.0 Ctr-0.5 0.95 FOR: 1-JACK NAILS. X -Y 0.32 2551 C 0.06 0.26 S LOCK 4.Ox 4.0 Ctr-0.5 0.88 2-TBRACE. 3-BEARING BLOCK. Y -D 0.27 989 C 0.00 0.27 T LOCK 3.Ox 3.0 0.2 Ctr 0.96 4. DESIGNER: JLW --------Bottom Chords--------- W LOCK 4.Ox 4.0 Ctr-0.5 0.60 C -R 0.22 0 T 0.00 0.22 X LOCK 3.Ox 3.0-0.2 Ctr 0.96 Robbins Engineering. Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering • Portrait 4/192006 10:37:45 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FTl 1 M100 240108 10600 0 0 ENGLE/SB42CTFL/M#2670 1-6-0 HO 1-6-0 HO 1-6-0 TC; 24-1-8 3x4 S2 lx3 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 A SS TT UU VV WW XX YY ZZ AO Al A2 A3 A4 AS A6 A7 A8 C E B ku N N N N N N N U H 4 N H H H H H H I D 2x3 " RR QQ Pp 00 NN Mgt LL KR JJ II HH GG FF EE DD CC BB F 2 x 3 lx4 lx4 lx4 lx4 lx4 1x4 lx4S1 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 3x4 ix3 Common Diagonal: 1-2-8 24- 3- 0 BC 24-1-8 24-1-8 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.06 4x 2 SP-#2 BC 0.23 4x 2 SP-#2 WB 0.02 4x 2 SP-113 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 1- 8 BC Cont. 0- 0- 0 24- 1- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 19.2" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=l.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Caso(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid-panol on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 24- 1- 6 2122 0 Hz = 0 Robbins Engineering, Inc./Online Plus- PP-00 0.23 0 T 0.00 0.23 00-NN 0.23 0 T 0.00 0.23 NN-MM 0.23 0 T 0.00 0.23 MM-LL 0.22 0 T 0.00 0.22 LL-S1 0.14 0 T 0.00 0.14 S1-KK 0.14 0 T 0.00 0.14 KK-JJ 0.22 0 T 0.00 0.22 JJ-II 0.23 0 T 0.00 0.23 II-HH 0.23 0 T 0.00 0.23 HH-GG 0.23 0 T 0.00 0.23 GG-FF 0.23 0 T 0.00 0.23 FF-EE 0.23 0 T 0.00 0.23 EE-DD 0.23 0 T 0.00 0.23 DD-CC 0.23 0 T 0.00 0.23 CC -BB 0.23 0 T 0.00 0.23 BB-D 0.12 0 T 0.00 0.12 ------------- Webs ------------- B -A 0.00 35 C B -A 0.00 35 C RR -SS 0.02 ill C QQ-TT 0.02 105 C PP-UU 0.02 106 C 00-VV 0.02 106 C NN-WW 0.02 106 C MM-XX 0.02 106 C LL-YY 0.02 106 C KR-ZZ 0.02 106 C JJ-AO 0.02 106 C II-A1 0.02 106 C HH-A2 0.02 106 C GG-A3 0.02 106 C FF-A4 0.02 106 C EE-A5 0.02 106 C DD-A6 0.02 106 C CC-A7 0.02 108 C BB-A8 0.01 99 C D -C 0.00 29 C Membr CSI P Lbs Axl-CSI-Bnd D -C 0.00 29 C ----------Top Chords ---------- A -SS 0.06 17 C 0.00 0.06 LL Defl 0.00" in BB-D L/999 SS -TT 0.06 17 C 0.00 0.06 TL Dofl 0.00" in D -D L/999 TT-UU 0.06 17 C 0.00 0.06 Shear // Grain in D -D 0.32 UU-VV 0.06 17 C 0.00 0.06 DL Dofl 0.00" at L/999 VV-WW 0.06 17 C 0.00 0.06 WW-XX 0.06 17 C 0.00 0.06 Plates for each ply each face. XX-YY 0.06 17 C 0.00 0.06 PLATING CONFORMS TO TPI. YY-ZZ 0.06 17 C 0.00 0.06 REPORTS: SBCCI 9761 ZZ-AO 0.06 17 C 0.00 0.06 ROBBINS ENGINEERING, INC. AO -Al 0.06 17 C 0.00 0.06 USING GROSS AREA TEST. Al-S2 0.06 17 C 0.00 0.06 Plate - LOCK 20 Ga, Gross Area S2-A2 0.06 17 C 0.00 0.06 Plate - RES 20 Ga, Gross Area A2-A3 0.06 17 C 0.00 0.06 Jt Type Pit Size X Y JSI A3-A4 0.06 17 C 0.00 0.06 SS LOCK 1.0x 4.0 Ctr-0.5 0.98 A4-A5 0.06 17 C 0.00 0.06 TT LOCK 1.Ox 4.0 Ctr-0.5 0.98 A5-A6 0.06 17 C 0.00 0.06 UU LOCK 1.0x 4.0 Ctr-0.5 0.98 A6-A7 0.06 17 C 0.00 0.06 VV LOCK 1.0x 4.0 Ctr-0.5 0.98 A7-A8 0.06 17 C 0.00 0.06 WW LOCK 1.0x 4.0 Ctr-0.5 0.98 A8-C 0.06 17 C 0.00 0.06 XX LOCK 1.0x 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- YY LOCK 1.0x 4.0 Ctr-0.5 0.98 B -RR 0.18 0 T 0.00 0.18 ZZ LOCK l.Ox 4.0 Ctr-0.5 0.98 RR-QQ 0.23 0 T 0.00 0.23 AO LOCK 1.0x 4.0 Ctr-0.5 0.98 QQ-PP 0.23 0 T 0.00 0.23 Al LOCK 1.0x 4.0 Ctr-0.5 0.98 Scale: 0.261" = 1' A2 LOCK 1.0x 4.0 Ctr-0.5 0.98 A3 LOCK 1.0x 4.0 Ctr-0.5 0.98 A4 LOCK 1.0x 4.0 Ctr-0.5 0.98 AS LOCK l.Ox 4.0 Ctr-0.5 0.98 A6 LOCK 1.0x 4.0 Ctr-0.5 0.98 A7 LOCK 1.0x 4.0 Ctr-0.5 0.98 A8 LOCK 1.0x 4.0 Ctr-0.5 0.98 RR LOCK 1.0x 4.0 Ctr 0.5 0.98 QQ LOCK l.Ox 4.0 Ctr 0.5 0.98 PP LOCK 1.0x 4.0 Ctr 0.5 0.98 00 LOCK 1.0x 4.0 Ctr 0.5 0.98 NN LOCK 1.0x 4.0 Ctr 0.5 0.98 MM LOCK l.Ox 4.0 Ctr 0.5 0.98 LL LOCK 1.0x 4.0 Ctr 0.5 0.98 KR LOCK l.Ox 4.0 Ctr 0.5 0.98 JJ LOCK 1.0x 4.0 Ctr 0.5 0.98 II LOCK 1.0x 4.0 Ctr 0.5 0.98 HH LOCK 1.0x 4.0 Ctr 0.5 0.98 GG LOCK 1.0x 4.0 Ctr 0.5 0.98 FF LOCK l.Ox 4.0 Ctr 0.5 0.98 EE LOCK 1.0x 4.0 Ctr 0.5 0.98 DO LOCK 1.0x 4.0 Ctr 0.5 0.98 CC LOCK 1.0x 4.0 Ctr 0.5 0.98 BB LOCK l.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 chocked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design chocked 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 111 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 "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. Robbins Engineering. Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering -Portrait 4/19/2006 10:37:44 AM Page 1 of 2 Job SB42CTFL Mark FT] Quan Type Span P1-H1 Left OH Right OH 1 M100 240108 10600 0 0 I Engineering Cot ENGLE/SB42CTFL/M#2670 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/192006 10:37:44 AM Page 2 or 2 Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering SB42CTFL FG21 1*2P FLAT 70800 10600 0 0 I ENGLE/SB42CTFL/M#2670 HO 1-6-0 HO 1-6-0 TC .17:8-0 - #Sx6� 4x10 4x10 .- ---- ----� #5x6 G H 1-6-0 Em ��• U12 #ex12 F g ---- 3x6 #5x8 w:400 W:400 R:14040 R:5980 U:4862 U:1084 BC 7-8-07-8-0ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.725" = 1' p�{��®,��';y'�`�tl�'00�1 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 -Ply Truss CSI -Size- ----Lumber---- TC 0.57 2x 6 SP-#2 BC 0.62 2x 6 SP-SS WB 0.88 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 250 250 0.3' 7.7' BC V 120 120 0.0' 7.7' TC V 4333 3900 0.3' CL-LB Load Case # 2 NonStandard Load Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 7.7' BC V 0 10 0.0' 7.7' TC V 0 110 0.0' 7.7' TC V 250 250 0.3' 7.7' BC V 120 120 0.0' 7.7' BC V 490 182 0.0' 7.7' TC V 4333 3900 0.3' CL-LB Robbins Engineering, Inc./Online P1us- Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx Zn-Sx D 14041 4862 4- 0 2- 7 Hz = -49 C 5981 1084 4- 0 1- 1 Hz = 50 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.39 11 C 0.00 0.39 G -H 0.57 8155 C 0.09 0.48 H -B 0.39 11 C 0.00 0.39 --------Bottom Chords--------- D -F 0.59 8161 T 0.35 0.24 F -E 0.62 8161 T 0.35 0.27 E -C 0.58 8155 T 0.35 0.23 -------------Webs------------- D -A 0.22 9229 C WindLd D -G 0.88 8925 C F -G 0.41 2049 T G -E 0.01 128 C E -H 0.41 2072 T H -C 0.88 8918 C C -B 0.02 1179 C WindLd LL Defl -0.06in F -E L/999 TLDefl -0.10in F -E L/869 Shear // Grain in D -F 0.62 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 G LOCK 4.Ox10.0-0.5 Ctr 0.98 H LOCK 4.Ox10.0 1.s Ctr 0.68 F LOCK 3.Ox 6.0 Ctr-0.4 0.73 E LOCK 5.Ox 8.0-1.0-0.5 0.78 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 6 Wind Load Case(s) NOTES: Plus 1 UBC LL Load Case(s) Trusses Manufactured by: East Coast Lumber Checked for NonConcurrent 200 Analysis Conforms To: Robbins Engineering, Inc./Online Plus°' O 1996-2005 Version 18.0.014 Engineering - Portrait 4/19R00610:41:36AM Page1 FBczoo4 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)---- RowsNails Screws Bolts TC 2 7 19 0 BC 2 s.s 14.5 o WB 1 4 4 Plus clusters of nails where shown. Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truax 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 5.0 psf BC Dead Load 5.0 psf Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 9229 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 b 19554 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-THRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW NOTE: 2006.1 Allowable Stress Design 1 THIS COMPONENT IS DESIGNED TO SUPPORT ONLY THE VERTICAL LOADS SHOWN VERIFICATION OF LOADING, DEFLECTION LIMITATIONS. FRAMING METHODS. WIND AND SEISMIC BRACING, AND OTHER LATERAL BRACING THAT IS ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE PROJECT ENGINEER OR ARCHITECT. 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE LATERAL STABILITY. 3 DO NOT CUT, NOTCH OR DRILL LP LVL. 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING LP LVL TO SIZE. 6. THIS LP LVL IS TO BE USED AS A ROOF BEAM ONLY. MAKE PROVISION FOR ADEQUATE DRAINAGE. 7 PROVIDE COMPRESSION EDGE BRACING AT EACH END OF COMPONENT. DESIGN 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". t6d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL SUPPORT REACTIONS (LBSI: MAXIMUM B E A R I N G N U M B E R 1 2 DOWN 4620 6427 UPLIFT --- --- MIN BEARING SIZES (IN-SX) 3- 0 3- 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.09" 0.49" 'DEAD LOAD 0.11" TOTAL LOAD 0.17" 0.65" Handling & Erection LOAD TABLE 2 BEAMS 1.75 X 16.000 LP LVL225OFb.1.5E DESIGN CRITERIA VSI'MSL 0.41 VSI' 0.41 NOTE: LOADS SHOWN ARE FOR INPUT LOAD E OTHER LOAD CASES DESIGN CONSISTS OF 2 - PLIES FASTENED FOR PATTERN LIVE LOADING ARE CHECKED CHECKED R REQUIRED AS REQUIRED TOGETHER (REFER TO NOTES NOTES). LIVE LOAD = 20 PSF (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER ) DEAD LOAD 20 PSF TOTAL LOAD - 40 PSF DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDr FT-IIJ-SX FT-IN-SY. ROOF LEFT SPAN CARR. 0.00 FT UNIFORM ROOF LIVE TOP 360 FLF Oc-06-00 10-00-00 1.25 ROOF RIGHT SPAN CARR. 0.00 FT UNIFORM ROOF DEAD TOP 216 PLF 06-08-00 10-00-00 0.90 UNIFORM WALL DEAD TOP 110 PLF 00-00-00 10-00-00 0.90 DEFLECTION CRITERIA UNIFORM ROOF LIVE TOP 105 PLF 00-00-00 04-08-00 1.25 LIVE LOAD DEFL: L / 240 U14TFORM ROOF DEAD TOP 63 PLF 00-00-00 04-08-00 0.90 TOTAL LOAD DEFL: L / 180 UNIFORM BEAM WEIGHT 16 PLF 00-00-00 10-00-00 0.90 CONCENTRATED ROOF LIVE TOP 4427 LBS 05-08-00 MINBP.G=2.50" 1.25 CONCENTRATED ROOF DEAD TOP 2656 LBS 05-08-00 MINBRG=2. 50" 0.90 WARNING NOTES THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I -JOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL. PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE 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 Miscellaneous Information 16.0000c 1.750 3.500 CROSS SECTION Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the plumb and lot resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval am installed by others. No loads are to be applied to the instructions from the designers at the complete structure before using this component until after all the framing and fastening ate component. If the design criteria fisted above does not meet local building completed. At no time shall loads greater than design loads code requirements, do not use this design. When this drawing is signed be applied to the component. and sealed, the structural deign is approved as shown in this drawing based an data provided by the customer. LP LVL and CTR, LP 1-joists are made without combat and will deflect under load. Wood in direct contact with concrete must be protected as required by code. Continuous lateral Design Criteria The design and material specified are in substantial conformity with the latest revisions of NDS and AITC. ' suppon is assumed (wall. Boor beam, etc.). LP does not provide on -site Dead load deflection includes adjustment factor for veep, inspection. This drawing must have an Architect's or Engineer's seal afixed Total bad deflection is instantaneous, to be considered an Engineering document. CODE COMPLIANCES : REPORT' N ICED ER-5004 CCMC 1I518-9 N.Y. CITY MEA 97-94-E WISCONSIN 200124-W L.A. C1-v RR 25167 NER 622 HUD MR 1214D 12 0 F_ IO- 0- 0 THIS DRAWING IS NOT TO SCALE P LVL and CTR, LP I -Joist Specifications Software Provided By: 04117/06 Supports and connections for LP LVL and CTR, LP I -Joists to be specific applications. LP Engineered Wood Products Common nails driven parallel to glue lines shall be spaced a minimum of 4' for too 2706 Hi hwa 421 NOrth and 3' for ad. 9 Y Do not cut, notch, drill or alter LP LVL and CTR, LP I -Joists except as shown in Wilmington, NC 28401 Published material from LP any use of LP LVL and CTR, LP I -Joists contrary to the Local 910.762.9878 emits set form heteognegates any express warranty of the product and LP disclaims National Wals 800.999.9105 all implied warranties including the implied warranties of merchantability and fitness for a particular use. # A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR DWG LP is a registered trademark of Louisiana-Pacific Corporation. I SHEET # SBCCI Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTLR GE19 1 MONO 31008 4 1- 2- 0 0 ENGLE/SB42CTLR/M#2670 1-8-3 HO 4-3 HO 1-7-11 to 0 TC. 1-2-0-3-10-8 r 2x4 4 2x4 A / /Y _/4. C '1 BC' _ 3-10-8 m 0 3-10-8 ; ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.15 2x 4 SP-#2 BC 0.27 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3-10- 8 BC Cont. 0- 0- 0 3-10- 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) Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.15 35 C 0.00 0.15 --------Bottom Chords --------- A -C 0.27 66 C 0.00 0.27 ------------- Webs ------------- C -B 0.01 117 C WindLd LL Defl -0.01" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gat, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 OH Loading Jt React Uplft Size Req'd Soffit psf 2.0 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 3-10- 8 per BOCA (section 1606.2.3), 457 84 Hz = 78 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/192006 8:22:15 AM Page 1 Scale: 0.803" = 1' Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 117 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: JLW Job SB42CTLR Mark M19A Quan 10 Type MONO Span PI-H1 31008 4 Left OH Right OH 1- 2- 0 0 Engitieerhlg ENGLE/SB42CTLR/M#2670 HO 4-3 HO 1-7-11 m TC 1-2-0 3710-8 0 'y _. 2x4 4 F; 1-8-3 2x4 A !`eS it C x4 t W:400 HGR R: 277 R: 293 U: 55 U: 47 BC• 3-10-8 m, 0 - 3-10-8 -- :r ALL PLATES ARE LOCK20 Scale: 0.707" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.15 2x 4 SP-#2 BC 0.27 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3-10- 8 BC Cont. 0- 0- 0 3-10- 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) Robbins Engineering, Inc./Online Plus - Hz = 56 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.15 35 C 0.00 0.15 --------Bottom Chords --------- A -C 0.27 42 T 0.00 0.27 ------------- Webs ------------- C -B 0.01 117 C WindLd LL Defl -0.01" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 277 55 4- 0 1- 0 Soffit psf 2.0 Hz = 78 Design checked for LL on BC C 293 48 3- 8 1- 0 per BOCA (section 1606.2.3), Robbins Engineering. Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/19/2006 8:22:16 AM Page 1 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 117 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 & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job SB42CTLR Mark I 1 Quan 2 Type Span P1-Hl MONO 31008 4 Left OH Right OH 0 0 Engineering ENGLE/SB42CTLR/M#2670 HO 4-3 Ho 1-7-11 m TC 3-10-8 0 2x4 4 1-8-3 3x3 A C x4 W:400 HGR R: 426 R: 435 U: 74 U: 102 BC. 3-10-8 m 0 - 3-10-8 --- ALL PLATES ARE LOCK20 Scale: 0.707" = 1' Robbins Engineering, Inc./Online Plus - A 426 74 4- 0 1- 0 Hz = 79 Online Plus -- Version 18.0.014 C 436 103 3- 8 1- 0 RUN DATE: 19-APR-06 Hz = 57 CSI -Size- ----Lumber---- TC 0.18 2x 4 SP-#2 BC 0.28 2x 6 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3-10- 8 BC Cont. 0- 0- 0 3-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 3.9' BC V 0 10 0.0' 3.9' BC V 70 70 0.0' 3.9' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.18 32 C 0.00 0.18 --------Bottom Chords --------- A -C 0.28 43 T 0.00 0.28 ------------- Webs ------------- C -B 0.01 120 C WindLd LL Defl -0.01" in A -C L/999 TL Defl -0.02" in A -C L/999 Shear // Grain in A -C 0.23 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 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 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. Robbins Engineering, Inc./Online Plus'1 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 8:22:16 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: 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 120 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 S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: TLW Job Mark Quart Type Span P1-HI Left OH Right OH Engineering SB42CTLR T18A 2 TR 90000 8 0 0 ENGLE/SB42CTLR/M#2670 HO 8-13 HO 8-13 Tc. 4-670 4-6-0 4x4 B .P. 8 3-8-13 3x4 3x4 E Sx4 gSx4 A C �Z! D 2x4 HGR HGR R: 360 R: 359 U: 74 U: 74 Bc1 9-0-0 9-0-0 - - 1- ALL PLATES ARE LOCK20 Scale: 0.478" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.12 2x 4 SP-#2 BC 0.31 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 SL 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 0- 0 BC Cont. 0- 0- 0 9- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus" C 360 74 3- 8 1- 0 Hz = 71 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.12 259 C 0.00 0.12 E -B 0.12 301 C 0.00 0.12 B -F 0.12 301 C 0.00 0.12 F -C 0.12 259 C 0.00 0.12 --------Bottom Chords --------- A -D 0.31 248 T 0.03 0.28 D -C 0.31 248 T 0.03 0.28 ------------- Webs ------------- D -B 0.07 221 T ----------- Sliders ------------ A -E 0.03 242 C F -C 0.03 242 C LL Defl 0.02" in A -D L/999 TL Defl 0.01" in A -D L/999 Shear // Grain in A -D 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 5.Ox 4.0 2.0 0.6 0.97 C LOCK 5.Ox 4.0-2.0 0.6 0.97 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 360 74 3- 8 1- 0 NOTES AND SYMBOLS SHEET FOR Hz = -70 ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus1" 0 1996-2005 Version 18.0.014 Engineering . Portrait 4/192006 8:22:11 AM Page 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 301 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 b 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: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB42CTLR GE18 1 TR 90000 8 1- 2- 0 1- 2- 0 ENGLE/SB42CTLR/M#2670 3-8-13 HO 8-13 HO 8-13 TC; _ 1-2-0 -- .4- 6-0 .. _,_.. -- _ 4_6-_0 _ _.;. 1-2-0 4x4 W:308 W:308 R: 458 R: 458 U: 90 U: 90 BC: 9-0-0 -1 9-0-0 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- TC 0.10 2x 4 SP-#2 BC 0.29 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 SL 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 0- 0 BC Cont. 0- 0- 0 9- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 458 90 3- 8 1- 0 Hz = -70 C 458 90 3- 8 1- 0 Hz = 71 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- ALL PLATES ARE LOCK20 See • For Typical Gable Plate Size and Placement Robbins Engineering, Inc./Online Plus - A -K 0.10 334 C 0.00 0.10 K -E 0.10 369 C 0.00 0.10 E -B 0.06 284 C 0.00 0.06 B -F 0.06 284 C 0.00 0.06 F -L 0.10 369 C 0.00 0.10 L -C 0.10 334 C 0.00 0.10 --------Bottom Chords --------- * -D 0.29 290 T 0.04 0.25 D -C 0.29 290 T 0.04 0.25 ------------- Webs ------------- E -D 0.01 77 C D -B 0.07 224 T D -F 0.01 77 C ----------- Sliders ------------ A -K 0.02 183 C L -C 0.02 183 C LL Defl 0.02" in D -C L/999 TL Defl 0.01" in D -C L/999 Shear // Grain in A -D 0.19 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 5.Ox 4.0 2.0 0.6 0.97 C LOCK 5.Ox 4.0-2.0 0.6 0.97 2 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 Scale: 0.454" = 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. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 369 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: JLW Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 41192006 8:22:11 AM Page 1 Job SB42CTLR Mark M1 SA Quan Type 7 MONO Span P1-H1 90900 6 Left OH Right OH 0 0 Enghteering ENGLE/SB42CTLR/M#2670 HO 5-0-13 HO 9-11-5 TC 9-9-0 2x4 B 6 3x3 E 2x4 F 9-11-5 A 0 C 2x4 p Q 2x4 3x3 u HGR HGR R: 422 R: 440 U: 30 U: 285 BC' 9-9-0 j 9-9-0 I ALL PLATES ARE LOCK20 Scale: 0.224" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.34 2x 4 SP-#2 BC 0.40 2x 4 SP-#2 WB 0.64 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 9- 0 BC Cont. 0- 0- 0 9- 9- 0 WB 1 rows CLB on E -C WB 1 rows CLB on C -B Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - Hz = 515 Membr CSI P Lbs Axl-CSI-Bnd :---------Top Chords ---------- F -E 0.34 183 C 0.00 0.34 E -B 0.34 191 C 0.00 0.34 --------Bottom Chords --------- * -D 0.36 316 T 0.00 0.36 D -C 0.40 237 T 0.02 0.38 ------------- Webs ------------- A -F 0.16 409 C WindLd F -D 0.08 265 T D -E 0.11 157 C E -C 0.09 319 C 1 Br C -B 0.64 141 C WindLd 1 Br LL Defl 0.02" in A -D L/999 TL Defl -0.03" in D -C L/999 Shear // Grain in E -B 0.24 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber it React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 422 31 3- 8 1- 0 Provide connection to bearing Hz = -390 for 514 Lbs Horiz Reaction C 441 286 3- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/192006 8:22:12 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: 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 409 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: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTLR GE15 1 MONO 90900 6 0 0 ENGLE/SB42CTLR/M#2670 HO 5-0-13 HO 9-11-5 TC _ 9-9-0 j 2x4 B 6, g 3x3 O D K 2x4 G E P L 9-11-5 T H A E 3 C 3x4 I W M R U 3x4 Q J EZd N V DSi u 2x4 HGR W:800 14:800 R: 369 R: 284 R: 378 U: 45 U: 292 BC' 2-10-8 6-10-8 9-9-0 ALL PLATES TILE LOCK20 See • For Typical Gable Plate Size and Placement Scale: 0.203" = 1' Robbins Engineering, Inc./Online Plus - on BC Online Plus -- Version 18.0.014 Jt React Uplft Size Req'd RUN DATE: 19-APR-06 Lbs Lbs In-Sx In-Sx A 370 46 3- 8 1- 0 CSI -Size- ----Lumber---- Hz = -385 TC 0.41 2x 4 SP-#2 W 284 0 B- 0 1- 0 BC 0.28 2x 6 SP-#2 C 378 293 8- 0 1- 0 WB 0.61 2x 4 SP-#3 Hz = 510 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 9- 0 BC Cont. 0- 0- 0 9- 9- 0 WB 1 rows CLB on D -C WB 1 rows CLB on C -B Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.8' BC V 0 10 0.0' 9.8' BC V 10 10 0.0' 3.0' Plus 5 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.41 109 T 0.01 0.40 D -B 0.40 190 C 0.00 0.40 --------Bottom Chords --------- A -W 0.21 225 T 0.00 0.21 W -C 0.28 225 T 0.00 0.28 ------------- Webs ------------- A -E 0.14 127 C WindLd A -D 0.29 309 C D -C 0.07 249 T 1 Br C -B 0.61 142 C WindLd 1 Br LL Defl -0.02" in W -C L/999 TL Defl -0.02" in W -C L/999 Shear // Grain in D -B 0.24 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RES 20 Ga, Gross Area Jt Type Plt Size X Y JSI 8 Gable studs to be attached with 2.Ox4.0 plates each end. REFER TO ROBBINS ENG. GENERAL Checked for NonConcurrent 200 NOTES AND SYMBOLS SHEET FOR Lbs Moving Point Load applied ADDITIONAL SPECIFICATIONS. at Panel Points and Mid -panel Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering -Portrait 4/19/2006 8:44:08 AM Page 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Provide connection to bearing for 509 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. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 309 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: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTLR GE]7 1 MONO 20800 6 1- 2- 0 0 ENGLE/SB42CTLR/M#2670 1-10-8 HO 6-8 HO 1-10-8 TC 1-2-0 2-8-0 BC; 2-8-0 - 2-8-0 .. ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 BC 0.19 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 8- 0 BC Cont. 0- 0- 0 2- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.07 39 C 0.00 0.07 --------Bottom Chords --------- A -C 0.19 0 T 0.00 0.19 ------------- Webs ------------- C -B 0.01 87 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 3.0 0.6 0.2 0.65 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 Cont. Brg 0- 0- 0 to 2- 8- 0 Design checked for LL on BC 403 60 Hz = 74 per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 8:22:14 AM Page 1 2x4 Scale: 0.809" = 1' (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 87 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: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTLR M17 1 MONO 20800 6 1- 2- 0 0 ENGLE/SB42CTLR/M#2670 HO 6-8 HO 1-10-8 TC 1-2-0 2-8-0 2x4 6 i 1-10-8 3x3 A �47 C x4 r^cc� W:308 HGR R: 252 R: 264 U: 24 U: 35 BC 2-8-0 - ALL PLATES ARE LOCK20 Scale: 0.718" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 BC 0.19 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 8- 0 BC Cont. 0- 0- 0 2- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - Hz = 74 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.07 39 C 0.00 0.07 --------Bottom Chords --------- A -C 0.19 51 T 0.00 0.19 ------------- Webs ------------- C -B 0.01 87 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 3.0 0.6 0.2 0.65 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by• East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 252 24 3- 8 1- 0 OH Loading Hz = -39 Soffit psf 2.0 C 265 35 3- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 8:22:15 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: 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 87 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: JLW Job Marx Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTLR G16C 1 TR 190000 6 1- 2- 0 0 ENGLE/SB42CTLR/M#2670 HO 6-8 HO 8-8 TC 1-2-0 9-8-0 9-4-0 B 5-4-8 BC 6 2x4 6x6 Sx6 2x4 W:800 w:400 R:2375 R:2279 U: 485 U: 469 19-0-0 19-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - A 2376 485 8- 0 2-13 Hz = -102 Online Plus -- Version 18.0.014 H 2280 470 4- 0 2-11 RUN DATE: 19-APR-06 Hz = 104 CSI -Size- ----Lumber---- TC 0.48 2x 4 SP-#2 BC 0.95 2x 6 SP-#2 WB 0.59 2x 4 SP-#3 WG --- 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 0- 0 BC Cont. 0- 0- 0 19- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 19.0' BC V 0 10 0.0' 19.0' BC V 80 80 0.0' 19.0' Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -L 0.32 3477 C 0.10 0.22 L -B 0.27 2460 C 0.07 0.20 B -M 0.32 2457 C 0.07 0.25 M -H 0.48 3273 C 0.09 0.39 --------Bottom Chords --------- * -K 0.69 3105 T 0.41 0.28 K -J 0.77 3105 T 0.41 0.36 J -S1 0.74 2913 T 0.38 0.36 Sl-I 0.66 2913 T 0.38 0.28 I -H 0.95 2913 T 0.38 0.57 ------------- Webs ------------- K -L 0.21 780 T L -J 0.42 1046 C J -B 0.59 1856 T J -M 0.33 823 C I -M 0.16 629 T LL Defl -0.08" in J -S1 L/999 TL Defl -0.17" in J -S1 L/999 Shear // Grain in I -H 0.40 DL Defl -0.14" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 8.0 1.1 0.5 0.95 H LOCK 6.Ox 6.0-2.1 0.5 0.95 J LOCK 6.Ox 6.0 Ctr-0.2 0.70 i Scale: 0.327" = 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. 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: 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 3477 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 b 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: JLW REFER TO ROBBINS ENG. GENERAL Jt React Uplft Size Req'd NOTES AND SYMBOLS SHEET FOR Lbs Lbs In-Sx In-Sx ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering . Portrait 4/192006 8:22:10 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTLR T16B 1 TR 190000 6 1- 2- 0 0 ENGLE/SB42CTLR/M#2670 HO 6-8 HO 8-8 TC 1-2-0. 9-8-0 _. 9-4-0 - - 4x4 B 6 2x4 2x4 F G 5-4-8 3x6 3x4 4x4 J 3x6 A 1 �I E 3x4 S1 3x4 3x4 W:800 W:460 R: 855 R: 759 U: 172 U: 156 BC' i9-0-0- 19-0-0 ALL PLATES ARE LOCK20 Scale: 0.327" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- TC 0.38 2x 4 SP-#2 BC 0.53 2x 4 SP-#2 WB 0.12 2x 4 SP-#3 SL 0.07 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 0- 0 BC Cont. 0- 0- 0 19- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 856 172 8- 0 1- 0 Hz = -102 I 760 157 4- 0 1- 0 Hz = 104 Robbins Engineering, Inc./Online Plus'" A -F 0.26 1153 C 0.01 0.25 F -B 0.20 987 C 0.01 0.19 B -G 0.23 941 C 0.00 0.23 G -J 0.38 1098 C 0.00 0.38 J -I 0.38 848 C 0.00 0.38 --------Bottom Chords --------- A -E 0.46 1027 T 0.11 0.35 E -Sl 0.31 694 T 0.08 0.23 S1-D 0.53 694 T 0.08 0.45 D -I 0.47 967 T 0.10 0.37 ------------- Webs ------------- F -E 0.05 269 C E -B 0.12 400 T B -D 0.11 352 T D -G 0.04 231 C ----------- Sliders ------------ J -I 0.07 466 C LL Defl -0.05" in S1-D L/999 TL Defl -0.11" in S1-D L/999 Shear // Grain in J -J 0.24 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 1.1 0.3 0.79 I LOCK 3.Ox 6.0-1.5 0.3 0.85 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1153 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: JLW Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: ----------Top Chords---------- FBC2004 Robbins Engineering, Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/19/2006 8:22:10 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH SB42CTLR T]" 2 TR 190400 6 0 1- 2- 0 [Engineering ENGLE/SB42CTLR/M#2670 HO 6-8 HO 6-8 TC 9-8-0 - - - 9-8--0. _2-0 -- -11-2-0 4x4 B 6 2x4 2x4 F G 5-4-8 3x6 3x6 4x4 4x4 A C E (/� DES S 1 3x4 3x4 4 x 3x , I w:800 I W:800 R: 773 R: 869 U: 159 U: 174 BC 19-4-0 - - !"- ` 19-4-0 j� ALL PLATES ARE LOCR20 Scale: 0.323" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP-#2 BC 0.52 2x 4 SP-#2 WB 0.12 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 773 159 8- 0 1- 0 Hz = -105 C 869 175 8- 0 1- 0 Hz = 106 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.26 1179 C 0.01 0.25 Robbins Engineering, Inc./Online Plus'" F -B 0.20 1013 C 0.01 0.19 B -G 0.20 1013 C 0.01 0.19 G -C 0.26 1179 C 0.01 0.25 --------Bottom Chords --------- A -E 0.46 1050 T 0.11 0.35 E -S1 0.30 719 T 0.08 0.22 S1-D 0.52 719 T 0.08 0.44 D -C 0.46 1050 T 0.11 0.35 ------------- Webs ------------- F -E 0.05 272 C E -B 0.12 397 T B -D 0.12 397 T D -G 0.05 272 C LL Defl -0.04" in S1-D L/999 TL Defl -0.09" in S1-D L/999 Shear // Grain in F -B 0.19 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 1.1 0.3 0.80 C LOCK 4.Ox 4.0-1.1 0.3 0.80 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1179 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: JLW Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4I192006 8:22:09 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH �Engineering SB42CTLR T16 5 TR 190400 6 1- 2- 0 1- 2- 0 ENGLE/SB42CTLR/M#2670 HO 6-8 HO 6-8 TC 1-2-0. 9-8-0 _ 9-8-0 '1-2-0 4x4 - .. . B 5-4-8 3x4 3x4 3x4 ! W:800 W:800 R: 869 R: 869 U: 174 U: 174 BC: .i9-4-0i- 19-4-0 i ALL PLATES ARE LOCK20 Scale: 0.309" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.34 2x 4 SP-#2 BC 0.52 2x 4 SP-#2 WB 0.13 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- B -G 0.20 1042 C 0.01 0.19 G -C 0.34 1218 C 0.01 0.33 --------Bottom Chords --------- A -E 0.51 1083 T 0.11 0.40 E -S1 0.30 733 T 0.08 0.22 S1-D 0.52 733 T 0.08 0.44 D -C 0.51 1083 T 0.11 0.40 ------------- Webs ------------- F -E 0.05 288 C E -B 0.13 409 T B -D 0.13 409 T D -G 0.05 288 C LL Defl 0.06" in D -C L/999 TL Defl -0.10" in S1-D L/999 Shear // Grain in A -F 0.21 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 1.1 0.3 0.80 C LOCK 4.Ox 4.0-1.1 0.3 0.80 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 869 175 8- 0 1- 0 East Coast Lumber Hz = -105 Analysis Conforms To: C 869 175 8- 0 1- 0 FBC2004 Hz = 106 OH Loading Soffit psf 2.0 Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC ----------Top Chords---------- per BOCA (section 1606.2.3), A -F 0.34 1218 C 0.01 0.33 IBC/IRC-2003,and FBC 2004 F -B 0.20 1042 C 0.01 0.19 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus" 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/192006 8:22:09 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: 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 1218 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: JLW Job Mark Quart Type Span P1-H1 Left OH Right OH I Engineering SB42CTLR GE16 1 TR 190400 6 1- 2- 0 1- 2- 0 ENGLE/SB42CTLR/M#2670 HO 6-8 _TCj1-2-0, __ 5-4-8 - --- ---- -9-8-0--------- I------ -- - ___ - 9-8-0- ---- 4x4 B 3x4 SPL BC, 19-4-0 -- -- - - - - 19-4-0 - ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.04 2x 4 SP-#2 BC 0.13 2x 4 SP-#2 GW 0.04 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows:' O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 Cont. Brg 0- 0- 0 to 19- 4- 0 1739 350 Hz = 106 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.03 69 C 0.00 0.03 D -F 0.04 50 C 0.00 0.04 F -H 0.04 37 C 0.00 0.04 H -J 0.04 53 T 0.00 0.04 J -B 0.04 93 T 0.00 0.04 Robbins Engineering, Inc./Online Plus- B -M 0.04 93 T 0.00 0.04 M -0 0.04 53 T 0.00 0.04 0 -Q 0.04 37 C 0.00 0.04 Q -S 0.04 50 C 0.00 0.04 S -C 0.03 69 C 0.00 0.03 --------Bottom Chords --------- A -E 0.09 0 T 0.00 0.09 E -G 0.13 0 T 0.00 0.13 G -I 0.13 0 T 0.00 0.13 I -K 0.13 0 T 0.00 0.13 K -L 0.13 0 T 0.00 0.13 L -N 0.13 0 T 0.00 0.13 N -U 0.07 0 T 0.00 0.07 U -P 0.10 0 T 0.00 0.10 P -R 0.13 0 T 0.00 0.13 R -T 0.13 0 T 0.00 0.13 T -C 0.09 0 T 0.00 0.09 ----------Gable Webs ---------- E-D. 0.02 130 C G -F 0.02 142 C I -H 0.02 139 C K -J 0.04 145 C L -B 0.03 99 C N -M 0.04 145 C P -0 0.02 139 C R -Q 0.02 142 C T -S 0.02 130 C LL Defl 0.00" in R -T L/999 TL Defl 0.00" in R -T L/999 Shear // Grain in U -P 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 1.1 0.3 0.80 C LOCK 4.Ox 4.0-1.1 0.3 0.80 REFER TO ROBBINS ENG. GENERAL HO 6-8 -- -- _' 1-2-0j Scale: 0.309" = 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. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 145 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: JLW Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 8:22:08 AM Page 1 uuan 'type Span Pl-H1 Left OH Right OH I Engineering SB42CTLR MV6 2 VLM. SB 60000 6 0 0 ENGLE/SB42CTLR/M#2670 HO 3-0-0 TC.�- - - ---- - -- -- 66_0-0 - - -- .. - -- _ _I 2:4 3-0-0 elf-- :. - -- -- -- - - 6-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- Online Plus -- Version 18.0.014 A -B 0.29 71 C 0.00 0.29 RUN DATE: 19-APR-06--------Bottom Chords --------- A -C 0.32 0 T 0.00 0.32 CSI -Size- ----Lumber---- ------------- Webs ------------- TC 0.29 2x 4 SP-#2 C -B 0.05 143 C WindLd BC 0.32 2x 4 SP-#2 WB 0.05 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 0- 0 BC Cont. 0- 0- 0 6- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.03" in A -C L/999 TL Defl -0.02" in A -C L/999 Shear // Grain in A -B 0.23 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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 89 Hz = 143 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 8:22:17 AM Page 1 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: 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 143 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-BEARING BLOCK. 4. DESIGNER: JLW SB42CTLR MV4 wuan -Type span Y1-rit Lest ore Right off I engineering 3 VLM.SB 40000 6 0 0 2-0-0 SO 2-0-0 -TCI--- -- - -- - -- - 4-0-0 --- - -----. 2x4 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP42 BC 0.14 2x 4 SP42 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 4- 0- 0 335 56 Hz = 87 ALL PLATES ARE LOCR20 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 42 C 0.00 0.08 --------Bottom Chords --------- A -C 0.14 0 T 0.00 0.14 ------------- Webs ------------- C -B 0.01 90 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.23 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Scale: 0.757" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 90 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: JLW Robbins Engineering. Inc./Online Plus` 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/192006 8:22:17 AM Page 1 Job Harr. wuan Type bpan rl.-nl "WL1_'VO r.a.y.+. __ _6... __6 SB42CTLR MV2 3 VLMA. SB 20000 6 0 0 ENGLE/SB42CTLR/M#2670 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP42 BC 0.00 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 2- 0- 0 254 24 Hz = 31 1-0-0 HO 1-0-0 Tc I - - ------2-0-0 -- ---- 6 2x4 SCi ----- 2=p-0 -- 1 - - 2-0-0 ---- - ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 13 C --------Bottom Chords --------- A -C 0.00 0 T ------------- Webs ------------- C -B 0.00 36 C WindLd LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -B 0.03 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Scale: 0.859" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 36 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-SEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 41192006 8:22:18 AM Page 1 Job rtarR wuan -.ryPe opcilli ri-rai _=c a .... ..may...- .... -..o..._--'.-o SB42iTUR H6 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SB42CTUR/M#2670 NO 4-3 0 O N O TC, 3-10-3 3x 3; P BC 7-0-0 -- - - - --- 17-74710 4x10 3x12 3x6 J S2 K 5x8 B 5x8 C HO 4-3 0 0 N O 6 2x4 2x4 I L 3x3 .0 3x' 8 D W:400 R:2774 U:1161 Online Plus -- Version 18.0.014 RUN DATE: 17-APR-06 CSI -Size- ----Lumber---- TC 0.84 2x 4 SP-#2 EX B -S2 2x 4 SP-SS EX S2-C 2x 4 SP-SS BC 0.52 2x 6 SP-SS WB 0.56 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 F -J WB 1 rows CLB on K -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=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 31.3' BC V 0 10 0.0' 31.3' TC V 50 38 7.0' 24.3' BC V 0 13 7.1' 24.2' BC V 280 280 7.1' CL-LB BC V 280 280 24.2' CL-LB F S1 H x8 20G-RHS-5x10 2x4 G S3 j� E 3x6 20G-RHS-5x10 4x8 it W:400 R:2774 U:1161 31-4-0 - - -- - 31-4-0 --- -- -- - - - - -- -- -=' EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.202" = 1' Robbins Engineering, Inc./Online P1us- A 2774 1162 4- 0 3- 4 REFER TO ROBBINS ENG. GENERAL Hz = -85 NOTES AND SYMBOLS SHEET FOR D 2774 1162 4- 0 3- 4 ADDITIONAL SPECIFICATIONS. Hz = 86 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.55 5436 C 0.28 0.27 I -B 0.84 5327 C 0.23 0.61 B -J 0.73 4816 C 0.20 0.53 J -S2 0.72 6582 C 0.22 0.50 S2-K 0.71 6582 C 0.22 0.49 K -C 0.74 4818 C 0.20 0.54 C -L 0.84 5330 C 0.23 0.61 L -D 0.55 5437 C 0.28 0.27 --------Bottom Chords --------- A -F 0.39 4837 T 0.33 0.06 F -S1 0.51 6595 T 0.45 0.06 Si-H 0.51 6595 T 0.45 0.06 H -G 0.51 6595 T 0.45 0.06 G -S3 0.52 6582 T 0.45 0.07 S3-E 0.52 6582 T 0.45 0.07 E -D 0.39 4838 T 0.33 0.06 ------------- Webs ------------- I -F 0.02 89 T F -B 0.56 1764 T F -J 0.45 2093 C 1 Br H -J 0.10 399 T J -G 0.10 164 C G -K 0.10 392 T K -E 0.44 2075 C 1 Br E -C 0.56 1763 T E -L 0.02 88 T LL Defl -0.30" in H -G L/999 TL Defl -0.60" in H -G L/615 Shear // Grain in B -J 0.66 DL Defl -0.44" at G L/842 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER Plus 6 Wind Load Case(s) USING GROSS AREA TEST. Plus 1 UBC LL Load Case(s) Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Checked for NonConcurrent 200 Jt Type Plt Size R Y JSI Lbs Moving Point Load applied A LOCK 3.Ox 8.0 1.4 0.7 0.95 at Panel Points and Mid -panel A LOCK 3.0x10.0 2.5 1.2 0.82 on BC B LOCK 5.0x 8.0 0.8-3.4 0.80 C LOCK 5.0x 8.0-0.8-3.4 0.80 Jt React Uplft Size Req'd D LOCK 3.Ox 8.0-1.4 0.7 0.95 Lbs Lbs In-Sx In-Sx D LOCK 3.0x10.0-2.3 1.1 0.78 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing Ring 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 6582 Lbs Quality Control Factor 1.00 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 "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering . Portrait 4/192006 7:21:13 AM Page 1 vuu ..a.,. wuan -A:YYn Jrd11 ct-ni "=c � - .. -_ .....6....�. ...e • SB42CTUR H7 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SB42CTUR/M#2670 NO 4-3 0 0 N O TC I 4-10-3 BC NO 4-3 0 0 N O 9-0-0 5x6 3x6 5x6 B I C #6x16 #6x16 I w:400 w:aoo R:1349 SPL SPL R:1349 U: 562 U: 562 ._. -- - ----- --- ----- --- 31-4-0 -- -------- ALL PLATES ARE LOCIC20, # n PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online P1us- J -D 0.36 2272 C 0.01 0.35 --------Bottom Chords--------- OnlinePlus -- Version 18.0.014 A -F 0.87 2029 T 0.20 0.67 RUN DATE: 17-APR-06 F -E 0.94 2169 T 0.22 0.72 E -D 0.87 2029 T 0.20 0.67 CSI -Size- ----Lumber---- ------------- Webs ------------- TC 0.57 2x 4 SP-#2 H -F 0.19 324 C BC 0.94 2x 4 SP-#2 B -F 0.16 514 T WB 0.27 2x 4 SP-#3 F -I 0.27 392 C I -E 0.27 392 C 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 562 4- 0 1- 9 Hz = -111 D 1349 562 4- 0 1- 9 Hz = 112 E -C 0.16 514 T E -J 0.19 324 C LL Defl 0.23" in E -D L/999 TL Defl -0.32" in F -E L/999 Shear // Grain in B -I 0.33 DL Defl -0.15" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.75 B LOCK 5.Ox 6.0 0.7-3.1 0.60 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.75 F# LOCK 6.Oxl6.0 Ctr-0.5 0.60 E LOCK 6.Ox16.0-0.9-0.4 0.61 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: ----------Top Chords---------- East Coast Lumber A -H 0.36 2272 C 0.01 0.35 Analysis Conforms To: H -B 0.25 1924 C 0.02 0.23 FBC2004 B -I 0.57 1875 C 0.02 0.55 OH Loading I -C 0.57 1875 C 0.02 0.55 Soffit psf 2.0 C -J 0.25 1924 C 0.02 0.23 Design checked for LL on BC Robbins Engineering. Inc./Online Plus'° 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 7:21:14 AM Pagel Scale: 0.202" = 1' per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2272 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-SEARING BLOCK. 4. DESIGNER: JLW wuan Type Opals ri-ni a,ci1. Vn s,,iyut. Vn SB42CTUR H8 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SB42CTUR/M#2670 HO 4-3 0 0 N O TC '' 1 117-070 5-10-3 HO 3-15 0 0 N O .- I - -1 - - - - --- --9-3-8 - - - - - -1 -- Sx6 3x6 Sx6 B H c Sx16 5x16 W:400 SPL SPL W:400 111:1409 R:1409 U: 562 U: 561 31-4-0 31-4-0 - - - -- - - -- - -- 31-4-0 - - -- ALL PLATES ARE LCCK20 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.41 2x 4 SP-#2 BC 0.91 2x 4 SP-#2 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) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus" H -C 0.24 1715 C 0.01 0.23 C -J 0.29 2007 C 0.02 0.27 J -D 0.41 2386 C 0.02 0.39 --------Bottom Chords --------- A -F 0.89 2122 T 0.20 0.69 F -E 0.91 1878 T 0.18 0.73 E -D 0.89 2137 T 0.20 0.69 ------------- Webs ------------- I -F 0.18 391 C F -B 0.17 557 T F -H 0.20 241 C H -E 0.20 236 C C -E 0.18 564 T E -J 0.18 401 C LL Defl 0.21" in A -F L/999 TL Defl -0.36" in F -E L/999 Shear // Grain in A -F 0.32 DL Defl -0.13" at E L/999 Plates for. each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 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 0.60 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.2 0.77 F LOCK 5.Oxl6.0 0.5-0.5 0.70 E LOCK 5.Oxl6.0-0.5-0.5 0.70 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1410 562 4- 0 1-11 REFER TO ROBBINS ENG. GENERAL Hz = -137 NOTES AND SYMBOLS SHEET FOR D 1409 562 4- 0 1-11 ADDITIONAL SPECIFICATIONS. Hz = 138 NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: ----------Top Chords---------- East Coast Lumber A -I 0.38 2373 C 0.02 0.36 Analysis Conforms To: I -B 0.27 1998 C 0.04 0.23 FBC2004 B -H 0.24 1713 C 0.01 0.23 OH Loading Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/192006 7:21:15 AM Page 1 Scale: 0.202" = 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 2386 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: JLW ��•+ •''��^ Alan -rype: bpan Yl-nl LFSLC. Vn 1n1y11L. Vn L-/Ig1I1eefing • SB42CTUR H4 1 HIPP 310400 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 NO 4-3 NO 4-3 0 0 N O TC .� I 1370-0- - - --- - - 5-4-0 - - - 13 -0-0 - - ---- - 5x6 5x6 8 C 6-10-3 6 ,i #6x12 #6x16 " W:400 SPL SPL HGR R:1443 R:1329 U: 562 U: 525 BCC - - - - - - ---- - ----31-4=0-. - --- ------ ... - - --- - - 31-4-0 - - - - ALL PLATES ARE LOCK20, # - PLATE SELECTED IN PLATE MONITOR Online Plus -- Version 18.0.014 RUN DATE: 17-APR-06 CSI -Size- TC 0.46 2x 4 SP42 BC 0.92 2x 4 SP42 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 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 Robbins Engineering, Inc./Online Plus'" ----------Top Chords ---------- A -I 0.46 2406 C 0.03 0.43 I -B 0.46 2050 C 0.03 0.43 B -C 0.26 1569 C 0.02 0.24 C -J 0.44 2004 C 0.02 0.42 J -D 0.45 2358 C 0.03 0.42 --------Bottom Chords --------- A -F 0.90 2155 T 0.19 0.71 F -E 0.92 1609 T 0.15 0.77 E -D 0.90 2113 T 0.19 0.71 ------------- Webs ------------- I -F 0.17 444 C F -B 0.18 580 T B -E 0.06 149 C 1 Br C -E 0.17 549 T E -J 0.16 438 C LL Defl -0.29" in F -E L/999 TL Defl -0.44" in F -E L/833 Shear // Grain in A -F 0.32 DL Defl -0.13" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.80 B LOCK 5.Ox 6.0 0.3-3.4 0.88 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.78 F LOCK 6.Oxl2.0 1.0-0.5 0.60 E# LOCK 6.Oxl6.0-0.5-0.5 0.60 Jt React Uplft Size Req'd # = Plate Monitor used Lbs Lbs In-Sx In-Sx A 1443 562 4- 0 1-11 REFER TO ROBBINS ENG. GENERAL Hz = -162 NOTES AND SYMBOLS SHEET FOR D 1330 526 3- 8 1- 9 ADDITIONAL SPECIFICATIONS. Hz = 164 NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: - - ------------'--- Scale: 0.205" = 1' East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2406 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: JLW Robbins Engineering, Inc./Online Plus'" 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/192006 7:21:11 AM Pagel 000 wuan Type span Yl-nl LeXL VA niyuu Vn I cnylrsecr/irg SB42CTUR HS 1 HIPP 310400 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 HO 4-3 HO 4-3 O o O O N V O O TC, '" 15-0-0 -- - - - - -14 - -- - -- - 15-0-0 5x6 5x6 B C 7-10-3 BC 6 2x4 3x6 4x10 3x6 2x4 W:400 HGR R:1349 R:1253 U: 562 U: 525 -31-4-0 31-4-0 - - - - - - - 31-4-0 - - - - -- - -- ALL PLATES ARE LOCK20 Scale: 0.205" = 1' Online Plus -- Version 18.0.014 RUN DATE: 17-APR-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 it 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 Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.67 2142 C 0.02 0.65 I -S3 0.66 1529 C 0.01 0.65 S3-B 0.50 1418 C 0.04 0.46 B -C 0.20 1294 C 0.01 0.19 C -S2 0.50 1418 C 0.04 0.46 S2-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 -S1 0.52 1925 T 0.20 0.32 S1-K 0.76 1925 T 0.20 0.56 K -S4 0.76 1925 T 0.20 0.56 S4-G 0.52 1925 T 0.20 0.32 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 LL Defl -0.13" in S1-K L/999 TL Defl -0.23" in K -S4 L/999 Shear // Grain in S4-G. 0.43 DL Defl -0.15" at S4 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gat, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.71 B LOCK 5.0x 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 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: JLW REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online Plus"' 0 1996.2005 Version 18.0.014 Engineering - Portrait 4/1912006 7:21:12 AM Page 1 �V., uuan •rype span rr-ai i.ar c Va eci9111- Va cirgirsecnng SB42CTUR T9 2 TR 310400 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 HO 4-3 HO 4-3 0 0 N O TCi .+ j - - 15-8-0 - - ---------'--- - -- - ---15-8-�- ----- ----'_ 5x6 B 9-2-3 BC 6 3x6 3x6 3x6 3x6 a W:400 HGR R:1455 R:1359 U: 562 U: 525 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.69 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.44 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 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 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 1455 562 4- 0 1-11 Hz = -196 C 1359 526 3- 8 1-10 Hz = 197 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.69 2362 C 0.03 0.66 - - 31-4-0--- ALL PLATES ARE LOCK20 Scale: 0.206" = 1' Robbins Engineering, Inc./Online Plus- F -S3 0.69 2186 C 0.03 0.66 S3-B 0.60 2069 C 0.10 0.50 B -S2 0.60 2069 C 0.10 0.50 S2-G 0.69 2186 C 0.03 0.66 G -C 0.69 2362 C 0.03 0.66 --------Bottom Chords --------- A -E 0.94 2120 T 0.18 0.76 E -S1 0.73 1393 T 0.23 0.50 S1-S4 0.87 1393 T 0.12 0.75 S4-D 0.73 1393 T 0.23 0.50 D -C 0.94 2120 T 0.18 0.76 ------------- Webs ------------- F -E 0.17 508 C E -B 0.44 826 T B -D 0.44 826 T D -G 0.17 508 C LL Defl -0.52" in S1-S4 L/711 TL Defl -0.65" in S1-S4 L/565 Shear // Grain in A -F 0.33 DL Defl -0.14" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.78 B LOCK 5.0x 6.0 Ctr-0.1 0.60 C LOCK 4.Ox 6.0 Ctr 0.1 0.78 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2362 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: JLW Robbins Engineering. Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 4I19=06 7:21:15 AM Pagel ion I mar, Quan 'Type Span Yl-HI Lerr uH Aignt utt cngtneering SB42CTUR T9A 1 SP 310400 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 HO 4-3 SO 2-11-7 0 0 N O TC! .i - - -- 15-8_0 - - - --------i- -• -- -- 8-5_8_ � ---- -- 7-2-8 - --- 5x6 B 5-2-3 1-0-OF 1-0-0E 6 E 2x4 k 2x4 20G-RHS-3x10 4x14 2x4 R:1253 14:400 U: 534 R:1349 U: 553 BC 24-0-3 - - - - - - - -- 31-4-0 - ---- -- EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.93 2x 4 SP-#2 BC 0.76 2x 4 SP-#2 CW 0.85 2x 4 SP-#3 WB 0.54 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on J -H 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=1.1.0 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- A -J 0.73 2127 C 0.02 0.71 J -S1 0.72 1512 C 0.01 0.71 S1-B 0.56 1394 C 0.05 0.51 B -K 0.30 1386 C 0.01 0.29 K -C 0.61 2869 C 0.05 0.56 C -D 0.93 1361 C 0.03 0.90 --------Bottom Chords --------- A -I 0.76 1913 T 0.19 0.57 I -S2 0.74 1913 T 0.20 0.54 S2-H 0.74 1913 T 0.20 0.54 H -G 0.72 228 T 0.02 0.70 F -L 0.66 2612 T 0.43 0.23 L -E 0.26 179 T 0.00 0.26 ---------- Chord -Webs ---------- G -F 0.85 232 T 0.01 0.84 F -C 0.16 859 C 0.16 0.00 ------------- Webs ------------- I -J 0.08 276 T J -H 0.23 744 C 1 Br H -B 0.35 826 T H -K 0.51 696 C H -F 0.54 1443 T K -F 0.43 1357 T C -L 0.49 1538 C L -D 0.53 1683 T E -D 0.22 1245 C WindLd LL Defl -0.18" in H -G L/999 TL Defl -0.37" in H -G L/988 Shear // Grain in J -S1 0.34 DL Defl -0.19" at G L/999 Plates for each ply each face. Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. Lbs Moving Point Load applied REPORTS: SBCCI 9761 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. on BC BASED ON SP LUMBER USING GROSS AREA TEST. it React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx Plate - RHS 20 Gar Gross Area A 1349 554 4- 0 1- 9 it Type Plt Size R Y JSI Hz = -205 A LOCK 4.Ox 6.0 Ctr 0.1 0.71 E 1253 534 3- 8 1- 8 B LOCK 5.Ox 6.0 Ctr-0.1 0.60 Hz = 226 K LOCK 3.Ox 6.0 0.9-0.4 0.68 C LOCK 5.Ox 6.0-0.5 Ctr 0.96 Membr CSI P Lbs Axl-CSI-Bnd F LOCK 6.Ox 8.0 Ctr 1.1 0.82 ----------Top Chords---------- L LOCK 3.Ox 6.0 0.5 Ctr 0.91 Robbins Engineering. Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/192006 7:21:16 AM Page 1 - -7-3-13 - - - 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 2869 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 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW job Marx Quan Type Span Pl-H1 Lett OH Right OH Cngineermg SB42CTUR HSA 1 SP 310400 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 HO 4-3 HO 3-11-7 0 0 0 0 aTC v 0 0 7-10-3 1-0-OG 1-0-OF 5x6 Sx6 B C 4 t 2x4 4x8 5x16 H R:1253 W:400 2x4 U: 539 R:1349 U: 548 F 4x6 BC' 22-1-1 9-2-15 - -- --- ALL PLATES ARE LOCA20 Scale: 0.203" = 1' Online Plus -- Version 18.0.014 RUN DATE: 17-APR-06 CSI -Size- ----Lumber---- TC 0.67 2x 4 SP-#2 BC 0.85 2x 4 SP-#2 CW 0.76 2x 4 SP-#3 WB 0.89 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 L -I 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 549 4- 0 1- 9 Hz = -207 F 1253 539 3- 8 1- 8 Hz = 280 Membr CSI P Lbs Axl-CSI-Bnd G LOCK 6.Ox 8.0 Ctr 1.2 ----------Top Chords---------- RobbinsEngineering. Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Porlrall 4/19/2006 7:21:13 AM Page 1 Robbins Engineering, Inc./Online Plus"' A -L 0.67 2122 C 0.02 0.65 L -S1 0.66 1536 C 0.01 0.65 S1-B 0.44 1428 C 0.04 0.40 B -C 0.18 1287 C 0.09 0.09 C -D 0.34 2443 C 0.07 0.27 D -M 0.35 2211 C 0.03 0.32 M -E 0.32 60 C 0.00 0.32 --------Bottom Chords --------- * -R 0.76 1907 T 0.19 0.57 K -S2 0.71 1907 T 0.20 0.51 S2-1 0.67 1907 T 0.20 0.47 I -H 0.54 206 C 0.00 0.54 G -F 0.85 1360 T 0.13 0.72 ---------- Chord -Webs ---------- H -G 0.76 224 T 0.00 0.76 G -D 0.35 1409 C 0.35 0.00 ------------- Webs ------------- K -L 0.08 280 T L -I 0.21 718 C 1 Br B -I 0.09 289 T I -C 0.11 139 C I -G 0.40 1265 T C -G 0.65 1345 T G -M 0.34 1086 T M -F 0.89 1734 C F -E 0.10 133 C WindLd LL Defl -0.23" in G -F L/999 TL Defl -0.40" in G -F L/918 Shear // Grain in A -L 0.33 DL Defl -0.17" at H L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size R Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.70 B LOCK 5.0x 6.0 0.7-3.1 0.60 C LOCK 5.0x 6.0-0.3-3.4 0.96 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.98 0.69 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 2443 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: JLW 000 1 narx guan 'Type span L'1-h1 LeIL un Kignt un cngineerung SB42CTUR MA 1 SP 310400 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 Ho 4-3 SO 4-11-7 0 0 N O TC I '' - 13=070 -9-6 -- - 11=2-8 Sx6 Sx6 B C ' 6-10-3 1-0-OG 1-0-OF BC F 2x4 a 2x4 3x6 4x14 2x4 R:1253 W:400 U: 545 R:1349 O: 542 20-3-0 - ---- - - - - - - -- - - - 31-4-0 - - - - --- ALL PLATES ARE L0CA20 Online Plus -- Version 18.0.014 RUN DATE: 17-APR-06 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP-#2 BC 0.65 2x 4 SP-#2 CW 0.38 2x 4 SP-#3 WB 0.54 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on J -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) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 543 4- 0 1- 9 Hz = 221 F 1253 545 3- 8 1- 8 Hz = 329 Membr CSI P Lbs Axl-CSI-Bnd G LOCK 6.Ox 8.0 Ctr 1. ----------Top Chords---------- N LOCK 3.Ox 6.0 0.5 Ct Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 41192006 7:21:12 AM Page 1 Robbins Engineering, Inc./Online Plus - A -L 0.45 2191 C 0.02 0.43 L -B 0.44 1634 C 0.01 0.43 B -C 0.30 1454 C 0.01 0.29 C -D 0.24 2078 C 0.02 0.22 D -M 0.46 1896 C 0.02 0.44 M -E 0.45 1284 C 0.01 0.44 --------Bottom Chords --------- A -K 0.65 1965 T 0.19 0.46 K -S1 0.43 1965 T 0.21 0.22 S1-J 0.64 1965 T 0.21 0.43 J -H 0.57 92 T 0.00 0.57 G -N 0.51 1284 T 0.13 0.38 N -F 0.44 245 T 0.00 0.44 ---------- Chord -Webs ---------- H -G 0.34 227 T 0.00 0.34 G -D 0.38 1092 C 0.38 0.00 ------------- Webs ------------- K -L 0.08 256 T L -J 0.43 579 C J -B 0.10 372 T J -C 0.07 240 C 1 Br J -G 0.49 1530 T C -G 0.28 874 T G -M 0.26 803 T N -M 0.33 990 C N -E 0.54 1670 T F -E 0.41 1230 C WindLd LL Defl -0.11" in J -H L/999 TL Defl -0.24" in J -H L/999 Shear // Grain in M -E 0.31 DL Defl -0.15" at H L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.73 B LOCK 5.Ox 6.0 0.7-3.1 0.60 C LOCK 5.Ox 6.0-0.7-3.1 0.90 2 0.80 r 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 Provide connection to bearing for 328 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2191 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: JLW roc Marx Quan Type Span Pl-H1 Left OH Right OH I Engineering ' SB42CTUR H3 1 SP 310400 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 HO 4-3 HO 4-10-3 0 0 a 0 TC r 11_0-0 -�-y-0 - - - ---- - - - 3x6 Sx6 3x6 a13x6 3x6 2x4 B I J L C r- I I 5-10-3 1-0-OE 1-0-OD BC D 4x6 t 4x8 3x6 6x6 R:1309 W:400 i6 U: 544 R:1405 U: 543 .. 1 .. 20-3-0 -- - - - - Online Plus -- Version 18.0.014 RUN DATE: 17-APR-06 CSI -Size- ----Lumber---- TC 0.44 2x 4 SP42 BC 0.95 2x 4 SP42 WE 0.95 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 1406 543 4- 0 1-11 Hz = 217 D 1309 544 3- 8 1- 9 Hz = 316 - - -- 31-4-0 .- ALL PrATE8 ARE LOCK20 Robbins Engineering, Inc./Online Plus - I -S1 0.17 1749 C 0.01 0.16 S1-J 0.34 1749 C 0.01 0.33 J -L 0.44 1839 C 0.02 0.42 L -C 0.42 76 C 0.00 0.42 --------Bottom Chords --------- A -G 0.87 2122 T 0.20 0.67 G -S2 0.67 1857 T 0.18 0.49 S2-F 0.94 1857 T 0.18 0.76 F -E 0.70 1938 T 0.32 0.38 E -D 0.95 1126 T 0.10 0.85 ------------- Webs ------------- H -G 0.18 408 C G -B 0.17 532 T G -I 0.17 198 C I -F 0.12 177 C F -J 0.25 562 C J -E 0.09 305 T E -L 0.32 998 T L -D 0.95 1607 C D -C 0.16 114 C WindLd LL Defl -0.28" in E -D L/999 TL Defl -0.47" in S2-F L/777 Shear // Grain in J -L 0.31 DL Defl -0.19" at S2 L/999 Hz Disp LL DL TL it D 0.04" 0.04" 0.08" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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 0.87 F LOCK 6.Ox 6.0-1.4 3.6 0.82 E LOCK 5.Ox 6.0 Ctr-1.0 0.63 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- REFER TO ROBBINS ENG. GENERAL A -H 0.35 2371 C 0.02 0.33 NOTES AND SYMBOLS SHEET FOR H -B 0.33 1995 C 0.04 0.29 ADDITIONAL SPECIFICATIONS. B -I 0.27 1717 C 0.01 0.26 Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering -Portrait 4/1912006 7:21:11 AM Pagel Scale: 0.203" = 1' NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 315 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2371 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 iS 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. M CAUTION M 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 ion mark Quan Type Span Pl-H1 Left OH Right OH I Engineering SB42CTUR H2 1 Sp 310400 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 HO 4-3 HO 3-10-3 O 0 N O TC;'{ 9-0-0 22-4-0 3x6 5x6 3x6 S13x6 3x6 2x4 B I J L C 4-10-3 1-0-OE 1-0-OD BC --t 4x8 3x6 6x6 R:1253 W:400 16 U: 538 R:1349 U: 549 20-3-0 I-0-_0 - - -- - -- ----- 31-4-0 -- --- - ALL PLATES ARE LOCX20 Online Plus -- Version 18.0.014 RUN DATE: 17-APR-06 CSI -Size- ----Lumber---- TC 0.45 2x 4 SP42 BC 0.99 2x 4 SP42 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 549 4- 0 1- 9 Hz = 181 D 1253 538 3- 8 1- 8 Hz = 251 Robbins Engineering, Inc./Online P1us- J -L 0.45 2222 C 0.07 0.38 L -C 0.41 58 C 0.00 0.41 --------Bottom Chords --------- A -G 0.84 2032 T 0.20 0.64 G -S2 0.72 2131 T 0.22 0.50 S2-F 0.99 2131 T 0.22 0.77 F -E 0.67 2213 T 0.37 0.30 E -D 0.99 1372 T 0.13 0.86 ------------- Webs ------------- H -G 0.16 315 C B -G 0.16 521 T G -I 0.25 391 C I -F 0.14 199 C F -J 0.25 775 C J -E 0.13 431 T E -L 0.34 1067 T L -D 0.85 1751 C D -C 0.09 116 C WindLd LL Defl -0.29" in E -D L/999 TL Defl -0.50" in S2-F L/733 Shear // Grain in J -L 0.30 DL Defl -0.24" at S2 L/999 Hz Disp LL DL TL Jt D 0.04" 0.04" 0.091, Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI .9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.76 B LOCK 5.Ox 6.0 0.7-3.1 0.60 F LOCK 6.Ox 6.0-1.4 3.6 0.94 E LOCK 5.0x 6.0 Ctr-1.0 0.64 Membr CSI P Lbs Axl-CSI-Bnd REFER TO ROBBINS ENG. GENERAL ----------Top Chords---------- NOTES AND SYMBOLS SHEET FOR A -H 0.32 2277 C 0.01 0.31 ADDITIONAL SPECIFICATIONS. H -B 0.23 1941 C 0.02 0.21 B -I 0.35 1848 C 0.02 0.33 NOTES: I -S1 0.35 1979 C 0.02 0.33 Trusses Manufactured by: S1-J 0.36 1979 C 0.02 0.34 East Coast Lumber Robbins Engineering, Inc./Online PlusT" 0 1996-2005 Version 18.0.014 Engineering - Portrait 41192008 7:21:10 AM Pagel D 4x6 Scale: 0.203" = 1' Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2277 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-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW J00 marx Quan Type Span P1-H1 Left OH Right OH I Engineering SB42CTUR HI 1 SP 310400 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 HO 4-3 0 0 N O TC 3-10-3 1-0-0E 3x10 1-0-OD 3x8 V h'J W:400 R:2714 U:1127 7-0-0 5x8 B 6 2.4 J - -- - - -24-4-0 - - 3x6 3x6 3x12 4x6 2x4 K L S1 M N I S2 H x8 5x8 3x6 1 E 8xl2 F 7x10 BC' 20-3-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 17-APR-06 CSI -Size- ----Lumber---- TC 0.87 2x 4 SP-#2 ER S1-C 2x 4 SP-SS BC 0.95 2x 6 SP-#2 ER S2-F 2x 6 SP-SS ER F -E 2x 6 SP-SS WB 0.81 2x 4 SP-113 ER E -0 2x 4 SP42 E% G -C 2x 4 SP42 E8 D -C 2x 6 SP-#2 PH --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 31.3' BC V 0 10 0.0' 31.3' TC V 50 38 1.0' 30.3' TC V -40 -30 30.3' 31.3' BC V 0 13 7.1' 30.3' BC V 0 -10 30.3' 31.3' BC V 280 280 7.1' CL-LB Robbins Engineering, Inc./Online Plus - Hz = 185 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.51 5314 C 0.27 0.24 J -B 0.74 5190 C 0.22 0.52 B -K 0.84 4686 C 0.23 0.61 K -L 0.81 6313 C 0.33 0.48 L -S1 0.87 5842 C 0.38 0.49 S1-M 0.55 5842 C 0.25 0.30 M -N 0.50 7561 C 0.29 0.21 N -0 0.70 7559 C 0.39 0.31 O -C 0.43 4433 C 0.10 0.33 --------Bottom Chords --------- A -I 0.75 4730 T 0.63 0.12 1 -S2 0.95 6089 T 0.81 0.14 S2-H 0.45 6089 T 0.42 0.03 H -F 0.51 6457 T 0.44 0.07 F -E 0.57 6502 T 0.44 0.13 E -G 0.68 4433 T 0.59 0.09 G -D 0.24 141 T 0.00 0.24 -------------Webs------------- - -I 0.02 104 T I -B 0.57 1787 T I -K 0.81 1788 C K -H 0.15 559 T H -L 0.07 284 C L -F 0.36 754 C F -M 0.47 2187 C M -E 0.73 2278 T E -N 0.06 376 C E -O 0.64 3517 T G -0 0.42 2422 C G -C 0.93 5078 T D -C 0.19 2646 C WindLd LL Defl -0.35" in H -F L/999 TL Defl -0.72" in H -F L/508 Shear // Grain in 0 -C 0.53 DL Defl -0.53" at F L/695 Hz Diap LL DL TL Jt D 0.07" 0.08" 0.15" 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. Lba 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 $ Y JSI A LOCK 3.Ox 8.0 1.4 0.7 0.93 Jt React Uplft Size Req'd A LOCK 3.0x10.0 2.5 1.2 0.78 Lbs Lbs In-Sx In-Sx B LOCK 5.0x 8.0 0.8-3.4 0.80 A 2714 1128 4- 0 3- 3 M LOCK 4.Ox 6.0 1.0 Ctr 1.00 Hz = 147 0 LOCK 5.Ox 6.0-1.0 Ctr 0.99 D 2699 1141 4- 2 3- 3 C LOCK 7.Ox 8.0-1.0 Ctr 0.94 Robbins Engineering, Inc./Online Plus- 01996-2005 Version 18.0.014 Engineering - Portrait 41192006 7:21:10 AM Page 1 5x6 0 1- 0- 0 G I 6x8 HO 2-10-3 7x8 C D 3x4 HGR R:2699 U:1140 Scale: 0.203" = 1' F LOCK 7.0x10.0-1.1 4.6 0.79 E LOCK 8.Oxl2.0 Ctr-1.5 0.94 G LOCK 6.Ox 8.0 1.5 Ctr 0.94 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforma To: FBC2004 Girder Half Hip Framing Ring 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 7561 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY 14AURICE 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-HEARING BLOCK. 4. DESIGNER: JLW JOD 'lark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTUR G14 1*3P Sp 240400 6 0 1- 2- 0 ENGLE/SB42CTUR/M#2670 HO 4-3 HO 4-3 O 0 N O .TCi _ .. - -- -- ---12-�-0-- -- -- - -------- - - - 12-2-0 5x10 B 6-5-3 1-0-OF 1-0-OE 5 5 .,�iv caw O ex6 61 W:400 95x10 I_ W:400 R:8233 R:6562 U:3453 U:2748 BC: 6-10-0 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 ••►••••r••••••• • 3-Ply Truss CSI -Size- ----Lumber---- TC 0.65 2x 4 SP-SS BC 0.73 2x 6 SP-SS EX A -G 2x 4 SP-SS EX D -C 2x 6 SP-#2 CW 0.69 2x 4 SP-03 WB 0.96 2x 4 SP-43 EX I -F 2x 4 SP-92 EX O -L 2x 8 SP-SS EX E -N 2x 4 SP-Y2 PB --- 2x 4 SP-93 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=1.30 BC Fb=1.10 Fc=1.10 Ft-1.10 Load Case 9 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 24.3' - - - - 13-2-0 -- ----- - - -- -- ---- - - 24-4-0 ----------- ;_J ALL PLATES ARE LOCK20, (I = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online Plus'" Mambr CSI P Lbe Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.16 14781 C 0.10 0.06 J -K 0.38 18561 C 0.19 0.19 K -B 0.59 18503 C 0.22 0.37 B -L 0.37 12961 C 0.15 0.22 L -M 0.45 18869 C 0.18 0.27 M -N 0.65 26707 C 0.37 0.28 N -C 0.16 14189 C 0.09 0.07 --------Bottom Chords --------- A -I 0.56 13168 T 0.38 0.18 I -G 0.19 462 T 0.01 0.18 F -H 0.58 9866 T 0.20 0.38 H -0 0.73 17072 T 0.35 0.38 O -E 0.61 22770 T 0.47 0.14 E -D 0.54 13682 T 0.28 0.26 D -C 0.56 12725 T 0.51 0.05 ---------- Chord-Weba---------- G -F 0.69 820 T 0.08 0.61 F -K 0.02 250 T 0.02 0.00 -------------Webs------------- I -J 0.14 2814 C I -F 0.83 13507 T J -F 0.37 3495 T F -B 0.96 9008 T B -H 0.84 7858 T H -L 0.35 6464 C O -L 0.09 5162 T O -M 0.33 6307 C E -M 0.73 6892 T E -N 0.67 11007 T D -N 0.27 5197 C LL Defl -0.34" in F -H L/831 TL Defl -0.69" in F -H L/414 Shear // Grain in F -H 0.65 DL Defl -0.43" at G L/663 Hz Disp LL DL TL it C 0.17" 0.17" 0.33" BC V 0 10 0.0' 24. 3' Plates for each ply each face. BC V 290 290 0.0' 17.3' PLATING CONFORMS TO TPI. BC V 1350 1350 17.3' CL-LB REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER Plus 6 Wind Load Case(s) USING GROSS AREA TEST. Plus 1 UBC LL Load Case(s) Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Chocked for NonConcurrent 200 it Type Plt Size X Y JSI Lbs Moving Point Load applied A LACK 5.Ox 4.0 2.0 1.4 1.00 at Panel Points and Mid -panel A LACK S.Ox 6.0 3.9 1.4 0.86 on BC B LOCK S.Ox10.0-1.0-1.6 0.98 L9 LACK 5.0x10.0 2.4-1.1 0.50 it React Uplft Size Req'd M LOCK 5.Ox 6.0 0.9-0.4 0.87 Lbs Lbs In-Sx In-Sx N LACK 3.Ox10.0-1.2 0.6 0.96 A 8233 3453 4- 0 3- 4 C LOCK 5.Ox 4.0-1.0 0.9 0.97 Hz = -138 I LACK 4.0x10.0 1.5 Ctr 0.94 C 6562 2749 4- 0 2- 9 F LOCK 8.Oxl2.0 Ctr 1.2 0.96 Hz - 141 H LOCK 7.Ox 6.0-1.0-0.9 0.97 Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 10.0.014 Engineering - Ponrail 4/19/2006 7:21:19 AM Page 1 of 2 Scale: 0.263" = 1' 0# LOCK S.Ox10.0-1.4-0.2 0.44 E LOCK B.Ox 8.0 Ctr-1.5 0.96 D LOCK 6.Ox 6.0 0.9 3.6 0.99 9 = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumbar Analysis Conforms To: FBC2004 3 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS4.5 screws -OR- 16d nails as each layer is applied.) ----Spacing (In)---- Rows Nails Screws Bolts TC 1 12 24 0 BC 1 5.5 10.5 0 WB 1 4 4 No bolts in 2x4s r smaller. Plus cluster: of nails where shown. OH Loading Soffit pef 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 pef non - concurrent LL on BC. Provent trues 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 Reaietance 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 pef Max comp. force 26707 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, JOD rna=x Quan Type Span P1-H1 Left OH Right OH I Engineering �SB42CTUR G14 1*3P SP 240400 6 0 1- 2- 0 cont. ENGLE/SB42CTUR/M#2670 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—HEARING BLOCK. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 7:21:19 AM Page 2 of 2 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTUR T13A 1 SP 240400 6 1- 2- 0 1- 2- 0 ENGLE/SB42CTUR/M#2670 HO 4-3 0 0 N O TC I 4x4 B 6-5-3 1-0-OF 1-0-OE HO 4-3 0 0 N O .1 5x4 I 5x4 w:400 '6 w:400 R:1069 R:1069 U: 444 U: 444 BCi - 6-10-0 -- -- -- 24-4-0-- ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.77 2x 4 SP-#2 BC 0.64 2x 4 SP42 WB 0.47 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1069 445 4- 0 1- 4 Hz = -139 C 1069 445 4- 0 1- 4 Hz = 140 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.41 1576 C 0.04 0.37 H -B 0.37 1733 C 0.02 0.35 Robbins Engineering, Inc./Online Plus- B -K 0.77 1725 C 0.09 0.68 K -L 0.56 3290 C 0.07 0.49 L -C 0.14 1751 C 0.09 0.05 --------Bottom Chords --------- A -G 0.64 1413 T 0.14 0.50 G -F 0.41 1565 T 0.26 0.15 F -M 0.64 1137 T 0.12 0.52 M -E 0.63 2930 T 0.29 0.34 E -D 0.63 1653 T 0.27 0.36 D -C 0.30 1533 T 0.25 0.05 ------------- Webs ------------- G -H 0.13 620 C H -F 0.07 237 T F -B 0.22 707 T B -M 0.20 650 T M -K 0.41 1466 C E -K 0.22 688 T E -L 0.47 1467 T D -L 0.09 627 C LL Defl -0.11" in F -M L/999 TL Defl -0.26" in F -M L/999 Shear // Grain in B -K 0.32 DL Defl -0.16" at M L/999 Hz Disp LL DL TL it C 0.06" 0.06" 0.13" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.78 L LOCK 3.Ox 4.0-0.4 0.2 0.92 C LOCK 4.Ox 4.0 Ctr 0.1 0.87 G LOCK 5.Ox 4.0-0.7 2.9 0.79 F LOCK 5.Ox 4.0 Ctr-1.0 0.73 E LOCK 5.Ox 6.0 Ctr-1.0 0.69 D LOCK 5.Ox 4.0 0.7 2.9 0.84 Scale: 0.254" = 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 1.0 psf BC Dead Load 3.0 psf Max comp. force 3290 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: JLW Robbins Engineering, Inc./Online PIusT" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 7:21:18 AM Page 1 Boa I Marx Quan Type Span P1-H1 Left OH Right OH I Engineering SB42CTUR T13 1 TR 240400 6 1- 2- 0 1- 2- 0 ENGLE/SB42CTUR/M#2670 -r 6-5-3 HO 4-3 0 0 N O TC! .a HO 4-3 0 0 N . O - - - -- 12-2-0. 4x4 B i 3x4 4x8 3x4 w:400 w:400 R:1124 R:1124 U: 444 U: 444 - - - --- - _ sc' ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.39 2x 4 SP42 BC 0.70 2x 4 SP-#2 WB 0.19 2x 4 SP-#3 Brace truss as follows: 0. 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 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 A 1124 445 4- 0 1- 5 Hz = -139 C 1124 445 4- 0 1- 5 Hz = 140 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.39 1739 C 0.01 0.38 Robbins Engineering, Inc./Online Plus' F -B 0.39 1518 C 0.01 0.38 B -G 0.39 1518 C 0.01 0.38 G -C 0.39 1739 C 0.01 0.38 --------Bottom Chords --------- A -E 0.70 1561 T 0.14 0.56 E -S1 0.65 1032 T 0.10 0.55 S1-D 0.65 1032 T 0.10 0.55 D -C 0.70 1561 T 0.14 0.56 ------------- Webs ------------- F -E 0.09 391 C E -B 0.19 577 T B -D 0.19 577 T D -G 0.09 391 C LL Defl -0.17" in S1-D L/999 TL Defl -0.23" in S1-D L/999 Shear // Grain in A -F 0.25 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.87 C LOCK 4.Ox 4.0 Ctr 0.1 0.87 S1 LOCK 4.Ox 8.0 Ctr 0.2 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 OH Loading Soffit psf 2.0 Design checked for LL on BC Scale: 0.254" = 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 1739 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: JLW Robbins Engineering. Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering . Portrait 4/19/2006 7:21:18 AM Page 1 Jon rlaru Quan Type Span P1-H1 Left OH Right OH I Engineering SB42CTUR H12 1 HIPP 240400 6 1- 2- 0 1- 2- 0 ENGLE/SB42CTUR/M#2670 HO 4-3 0 0 N O TC 5-10-3 BC 11-0-0 Ho 4-3 0 0 N O ---1-?-44-0_.- - - 4x4 4x4 B C i 3x4 3x6 3x6 ii W:400 W:400 R:1069 R:1069 U: 444 U: 444 Online Plus -- version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.36 2x 4 SP42 BC 0.81 2x 4 SP42 WB 0.18 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 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 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- C -H 0.36 1249 C 0.01 0.35 H -D 0.36 1632 C 0.01 0.35 --------Bottom Chords --------- A -F 0.80 1470 T 0.15 0.65 F -S1 0.56 1052 T 0.10 0.46 S1-E 0.56 1052 T 0.10 0.46 E -D 0.81 1470 T 0.15 0.66 ------------- Webs ------------- G -F 0.17 435 C F -B 0.12 376 T B -E 0.05 108 T C -E 0.09 326 T E -H 0.18 437 C LL Defl 0.23" in E -D L/999 TL Defl -0.32" in E -D L/875 Shear // Grain in C -H 0.25 DL Defl -0.12" at E L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga; Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.81 D LOCK 4.Ox 4.0 Ctr 0.1 0.81 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. A 1069 445 4- 0 1- 4 NOTES: Hz = -126 Trusses Manufactured by: D 1069 445 4- 0 1- 4 East Coast Lumber Hz = 128 Analysis Conforms To: FBC2004 Membr CSI P Lbs Axl-CSI-Bnd OH Loading ----------Top Chords---------- Soffit psf 2.0 A -G 0.36 1632 C 0.01 0.35 Design checked for LL on BC G -B 0.36 1250 C 0.01 0.35 per BOCA (section 1606.2.3), B -C 0.17 1057 C 0.00 0.17 IBC/IRC-2003,and FBC 2004 Robbins Engineering, Inc./Online PjU5TM C 1996.2005 Version 18.0.014 Engineering - Portrait 4/19/2006 7:21:17 AM Page 1 Scale: 0.252" = 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 1632 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: JLW Job Mark Quan Type Span P1-Hi Left OR Right OH I Engineering SB42CTUR H11 1 HIPP 240400 .6 1- 2- 0 1- 2- 0 ENGLE/SB42CTUR/M#2670 4-10-3 HO 4-3 0 0 N O TCI - ------1--- 6-4-0 --- - - 4x8 4x4 B c HO 4-3 0 0 N O 3x4 3x8 3x6 I W:400 W:400 R:1069 R:3069 U: 444 U: 444 sc_._-- - - - -- - -- 24-4-0 -- - -- ALL PLATES ARE L0CK20 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.44 2x 4 SP-#2 BC 0.76 2x 4 SP-#2 WB 0.12 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 445 4- 0 1- 4 Hz = -103 D 1069 445 4- 0 1- 4 Hz = 104 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- A -G 0.31 1675 C 0.01 0.30 G -B 0.25 1359 C 0.01 0.24 B -C 0.44 1221 C 0.01 0.43 C -H 0.24 1360 C 0.01 0.23 H -D 0.30 1678 C 0.01 0.29 --------Bottom Chords --------- A -F 0.76 1499 T 0.15 0.61 F -S1 0.51 1216 T 0.13 0.38 S1-E 0.51 1216 T 0.13 0.38 E -D 0.75 1502 T 0.15 0.60 ------------- Webs ------------- G -F 0.12 312 C F -B 0.10 326 T B -E 0.09 126 T E -C 0.08 295 T E -H 0.12 316 C LL Defl 0.15" in E -D L/999 TL Defl -0.23" in A -F L/999 Shear // Grain in B -C 0.26 DL Defl -0.12" at F L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate -LOCK 20 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 0.83 D LOCK 4.Ox 4.0 Ctr 0.1 0.83 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.252" = 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 1678 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: JLW Robbins Engineering, Inc./Online PIUS- m 1996.2005 Version 18.0.014 Engineering - Portrait 4/192006 7:21:17 AM Pagel 100 Marx SB42CTUR HI ENGLE/SB42CTUR/M#2670 Quan Type Span P1-H1 Left OH Right OH I Engineering 1 HIPP 240400 6 1- 2- 0 1- 2- 0 HO 4-3 0 0 N O TC j 'i ---070 - - - - - -- --- 10-4-0 -- - 2x4 I axe B 3-20-3 BC NO 4-3 0 0 N O 7-0-0 --- -- -- = r' 4x8 C K:4-4 x:zaa9 U: 897 U: 897 - -- ----- 24-4-0 -. - - --- - - - 24-4-0 -- - -- =l ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.252" = 1' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP-#2 ER B -C 2x 4 SP-SS BC 0.84 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 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' 17.3' BC V 0 13 7.1' 17.2' BC V 280 280 7.1' CL-LB BC V 280 280 17.2' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- D 2144 897 4- 0 2- 8 Hz = 80 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.47 3954 C 0.12 0.35 H -B 0.56 3840 C 0.11 0.45 B -I 0.53 4224 C 0.09 0.44 I -C 0.53 4224 C 0.09 0.44 C -J 0.56 3840 C 0.11 0.45 J -D 0.47 3954 C 0.12 0.35 --------Bottom Chords --------- * -F 0.84 3495 T 0.36 0.48 F -G 0.80 3455 T 0.36 0.44 G -E 0.78 3455 T 0.36 0.42 E -D 0.84 3495 T 0.36 0.48 ------------- Webs ------------- H -F 0.02 94 T F -B 0.20 655 T B -G 0.29 933 T G -I 0.21 917 C G -C 0.29 933 T E -C 0.20 655 T E -J 0.02 94 T LL Defl -0.17" in G -E L/999 TL Defl -0.34" in G -E L/839 Shear // Grain in B -I 0.59 DL Defl -0.25" at G L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size % Y JSI A LOCK 3.Ox 6.0 1.4 0.7 0.89 A LOCK 5.Ox 4.0 3.3 1.1 0.91 D LOCK 3.Ox 6.0-1.4 0.7 0.89 D LOCK 5.Ox 4.0-3.3 1.1 0.91 G# LOCK 6.Oxl2.0 1.1-0.3 0.67 # = 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 2144 897 4- 0 2- 8 ADDITIONAL SPECIFICATIONS. Hz = -79 Robbins Engineering. Inc./Online Plus- 01996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 7:21:16 AM Page 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing Ring Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 4224 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: JLW 000 1 Mar, Quan Type Span P1-H1 Left OH Right OH I Engineering • SB42CTUR HJ7 5 MONO 91013 4.243 1- 7-13 0 ENGLE/SB42CTUR/M#2670 HO 3-15 SO 3-9-15 TC' 1--7 13 - ' - -- - --- -- 9-10_13- - - --- - - -. -� 2x4 B 3-9-15 Sc 8 98 35 C 3x3 I I• W:511 W:108 R: 501 R: 397 U: 120 U: 95 Online Plus -- Version 18.0.014 RUN DATE: 19-APR-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 24.01, 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' ---- 9-10-13 - - - 9-10-13 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 120 5-11 1- 0 Hz = 142 B 289 186 1- 8 1- 0 Hz = 224 C 397 95 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.54 712 C 0.00 0.54 D -B 0.54 131 T 0.00 0.54 --------Bottom Chords --------- A -C 0.92 720 T 0.13 0.79 ------------- Webs ------------- D -C 0.29 769 C C -B 0.08 0 T WindLd LL Defl -0.24" in A -C L/465 TL Defl -0.36" in A -C L/307 Shear // Grain in D -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) NOTES: Trusses Manufactured by: Checked for NonConcurrent 200 East Coast Lumber Lbs Moving Point Load applied Analysis Conforms To: at Panel Points and Mid -panel FBC2004 on BC Girder King Jack Robbins Engineering, Inc./Online Plus*" 0 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 7:21:19 AM Page 1 Scale: 0.468" = 1' Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 769 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION M READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW 1000 era=x Qua, Type Span Pl-Hl Left OH Right OH I Engineering ' SB42CTUR EJ7 24 ENDJO 70000 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 3-10-3 BO 4-3 HO 3-10-3 TC' 172-0 ---- ---77-0-0 . . - - - . I I i W:400 R: 377 U: 104 BC' -- - --------- -7-0-0 i. I - - ----- - ------ - 7-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Hz = 99 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 19-APR-06----------Top Chords ---------- A -B 0.55 91 C 0.00 0.55 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.55 2x 4 SP-#2 A -C 0.67 99 T 0.00 0.67 BC 0.67 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.08" in A -C L/999 TL Defl -0.17" in A -C L/458 Shear // Grain in A -B 0.28 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trussos Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 377 104 4- 0 1- 0 Design checked for LL on BC Hz = 185 per BOCA (section 1606.2.3), B 215 158 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 244 9 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online PIUS- m 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 7:21:20 AM Page 1 e LS ie Yy 1 W:108 R: 243 " U: 8 Scale: 0.481" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 91 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION M READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW V00 Quan Type Span P1-H1 Left OH Right OH I Engineering SB42CTUR EJ7A 6 TEJ1 70000 6 1- 2- 0 0 Mrr ENGLE/SB42CTUR/M#2670 HO 4-3 HO 2-10-3 TC_[ _ 1_2-0_ J- - - ---- �-Q-O - - - - - - - -� 3-10-3 1-0-0D 1-0-0C BC' Online Plus -- Version 18.0.014 RUN DATE: 19-APR-06 CSI -Size- ----Lumber---- TC 0.57 2x 4 SP-#2 BC 0.57 2x 4 SP-#2 WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC W:108 R: 240 U: 12 W:400 R: 409 U: 104 2_4=0 - i 2-0-0 - -2 -:6-0 .. _ 7-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - A -F 0.57 125 C 0.00 0.57 F -B 0.57 84 C 0.00 0.57 --------Bottom Chords --------- * -E 0.36 87 T 0.00 0.36 E -D 0.57 88 T 0.00 0.57 D -C 0.57 99 T 0.00 0.57 ------------- Webs ------------- E -F 0.03 115 T WindLd LL Defl -0.17" in E -D L/455 TL Defl -0.31" in E -D L/249 Shear // Grain in A -E 0.26 DL Defl 0.00" at L/999 Hz Disp LL DL TL it C 0.02" 0.01" 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 E LOCK 4.Ox 4.0-0.6 2.4 0.39 D LOCK 4.Ox 4.0 Ctr 0.2 0.35 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: it React Uplft Size Req'd Trusses Manufactured by: Lbs Lbs In-Sx In-Sx East Coast Lumber A 410 104 4- 0 1- 0 Analysis Conforms To: Hz = 185 FBC2004 B 218 155 1- 8 1- 0 OH Loading C 240 13 1- 8 1- 0 Soffit psf 2.0 Hz = 99 Design checked for LL on BC per BOCA (section 1606.2.3), Membr CSI P Lbs Axl-CSI-Bnd IBC/IRC-2003,and FBC 2004 ----------Top Chords---------- (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus" 0 1996-2005 Version 16.0.014 Engineering - Portrait 4/192006 7:21:20 AM Page 1 Scale: 0.462" = 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 125 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: JLW Voo I morx I Quan Type Span P1-H1 Left OH Right OH I Engineering SB42CTUR CJS 10 ENDJO 50000 6 1- 2- 0 .0 ENGLE/SB42CTUR/M#2670 2-10-3 Ho 4-3 HO 2-10-3 TC I -1-2-0 --- I - --- 5-0-� -'---- - - - - i 3 3 I I II w:400 w:108 R: 300 R: 230 U: 84 U: 7 - - - - 5-0-0 - - - - - - r-'----------------'5-0-0-------- - ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 71 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 19-APR-06----------Top Chords ---------- A -B 0.27 65 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.27 2x 4 SP-#2 A -C 0.43 70 T 0.00 0.43 BC 0.43 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -B 0.19 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size. X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 300 84 4- 0 1- 0 Design checked for LL on BC Hz = 132 per BOCA (section 1606.2.3), B 153 113 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 231 7 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- O 1996.2005 Version 18.0.014 Engineering - Portrait 4/192006 7:21:21 AM Page 1 Scale: 0.603" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 65 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering • SB42CTUR CJ3 10 ENDJO 30000 6 1- 2- 0 0 ENGLE/SB42CTUR/M#2670 HO 4-3 HO 1-10-3 TCf_ 1-2-0 _- 3-0-0-__-__ _-� a: Y1 U: 68 � W:400 I 1 I ' W:108 R: 262 R: 218 U: 63 U: 5 HC --I -- -3-0-0 - - ----- 3-0-0 ---- ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 42 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 19-APR-06----------Top Chords ---------- A -B 0.10 38 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 41 T 0.00 0.22 BC 0.22 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 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 262 64 4- 0 1- 0 Hz = 78 B 92 68 1- 8 1- 0 C 218 5 1- 8 1- 0 LL Defl 0.00" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Scale: 0.643" = 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 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-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus^' m 1996-2005 Version 18.0.014 Engineering - Portrait 4/19/2006 7:21:21 AM Page 1 ""=x Quan Type Span P1-H1 Left OH Right OH Engineering SB42CTUR CJI 10 ENDJO 10000 6 1- 2- o 0 ENGLE/SB42CTUR/M#2670 10-3 SO 4-3 SO 10-3 TC! _ .. 1-2-0 - I -- 1-0-0 6I I 2x4 A �I W!108 C R-j 148 U:! 117 W:400 W:108 R: 235 R: 205 U: 46 U: 4 BC; - ------ 1-0-0 -t i -=: 1-0-0- ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 12 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 19-APR-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 SP42 LL Defl 0.00" in A -C L/999 Brace truss as follows: TL Defl 0.00" in A -C L/999 O.C. From To Shear // Grain in A -C 0.06 TC Cont. 0- 0- 0 1- 0- 0 DL Defl 0.00" at L/999 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) Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 235 46 3- 8 1- 0 Design checked for LL on BC Hz = 23 per BOCA (section 1606.2.3), B 48 17 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 205 4 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering • Portrait 4/192006 7:21:22 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 "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 Quan Type Span P1-H1 Left OH Right OH I Engineering SB33SHRT H40 2 HHIP 91008 3 1- 2- o 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 TCI 1-2-0 W:400 R: 669 U: 187 BC` 7-0-0 - - - 9-10-8 ALL PLATES ARE LOCK20 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 SP42 WB 0.48 2x 4 SP43 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'" Jt 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 --------- A -E 0.68 1233 T 0.14 0.54 E -D 0.38 68 T 0.00 0.38 ------------- Webs ------------- E -B 0.02 163 C E -C 0.48 1498 T D -C 0.14 895 C WindLd LL Defl -0.06" in A -E L/999 TL Defl -0.13" in A -E L/828 Shear // Grain in B -C 0.27 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI E LOCK 3.Ox 4.0 1.0 Ctr 0.93 REFER TO ROBBINS ENG.- GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 4x4 HO 2-0-14 2-10-8 3x6 A HGR R: 878 U: 245 Scale: 0.562" = 1' 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 S 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 Robbins Engineering, Inc./Online Plus"" 0 1996.2005 Version 18.0.014 Engineering -Portrait 11222005 3:47:47 PM Pagel -�� •��^ wuan Type Span P1-Hl Left OH Right OH I Engineering SB33SHRT H41 2 MONO 91008 3 1- 2- o 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 HO 2-9-8 TC 1-2-0 4x4 B !x4 3x8 If . I � w:40o HGR R: 486 R: 397 U: 131 U: 34 :. - -------- -- 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 SP42 E -B 0.04 30 C 0.00 0.04 BC 0.80 2x 4 SP42 --------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- 0 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 S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Quan Type Span P1-H1 Left OH Right OH I Engineering SB33SHRT M41 7 MONO 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 HO 2-9-8 TCf -_ _1-2-0 9-10-8 2x4 2-9-8 .Ayr' W:400 HGR R: 486 U: 131 31 R: 399 U: 103 BCC- i � I -'i - -- -------------------- 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: C -B 0.03 137 C WindLd 0. C. From To TC Cont. 0- 0- 0 9-10- 8 BC Cont. 0- 0- 0 9-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel .Points and Mid -panel on BC LL Defl -0.21" in A -C L/526 TL Defl-0.3411 in A -C L/324 Shear // Grain in A -D 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size R 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- 0 1996-2005 Version 18.0.014 Engineering - Portrait 11/222005 3:47:48 PM Page 1 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 & 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 Quan Type Span Pl-H1 Left OH Right OH 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 _.1-7-13 9-10-13 2x4 B I 2-0-12 L i W:511 R: 498 U: 156 BC - Online Plus -- Version 18.0.014 RUN DATE: 22-NOV-05 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP42 BC 0.96 2x 4 SP-#2 WB 0.49 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.011 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 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 ---------- * -D 0.56 1387 C 0.01 0.55 D -B 0.46 57 T 0.00 0.46 --------Bottom Chords --------- A -C 0.96 1394 T 0.25 0.71 ------------- Webs ------------- D -C 0.49 1422 C C -B 0.01 0 T WindLd LL Defl -0.19" in A -C L/574 TL Defl -0.31" in A -C L/361 Shear // Grain in D -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder K' J ing ack Robbins Engineering. Inc./Online Plus- 0 1998.2005 Version 18.0.014 Engineering - Portrait 11222005 3:47:49 PM Pagel C 3x3 I W:108 R: 289 U: 143 II W:108 R: 397 U: 55 Scale: 0.465" = 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 "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 SB33SHRT I EJ7P ENGLE HOMES/SB33SHRT/378 vuan Type Span P1-H1 Left OH Right OH I Engineering 4 ENDJO 70000 3 1- 2- 0 0 /STPLTSHGRS,JLW HO 3-14 TC I _ 1-2-0 I -------- - 7-0-0 31 2-0-14 2x4 A I w:400 R: 373 U: 105 BC- - - --- ----- - --- 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 SP42 A -C 0.63 43 T 0.00 0.63 BC 0.63 2x 4 SP-#2 LL Defl -0.08" in A -C L/987 Brace truss as follows: TL Defl -0.17" in A -C L/449 O.C. From To Shear // Grain in A -B 0.26 TC Cont. 0- 0- 0 7- 0- 0 DL Defl 0.00" at L/999 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1,.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 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 11/22/2005 3:47:49 PM Page 1 HO 2-0-14 --- --- -j W:108 R: 211 U: 77 it 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 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 Wuan Type Span Pl-H1 Left OH Right OH Engineering SB33SHRT CJSP 4 ENDJO 50000 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 HO 1-6-14 TC-L--1-2-0-" _ _ --- 5-0-0 --- - I 1 3I - 1-6-14 2x4 A I i I W:400 R: 295 U: e8 BC -- - - - - ------5-0-0-- - - -? - 5-0-0 •----- ALL PLATES ARE LOCR20 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 SP42 LL Defl -0.02" in A -C L/999 Brace truss as follows: TL Defl -0.04" in A -C L/999 O.C. From To Shear // Grain in A -C 0.18 TC Cont. 0- 0- 0 5- 0- 0 DL Defl 0.00" at L/999 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 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 PIUST 0 1996-2005 Version 18.0.014 Engineering - Portrait 11/22/2005 3:47:50 PM Page 1 I� i W:10e R: q48 U: IYI 54 W:108 R: 232 Scale: 0.572" = 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 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 -- YuCLu Type bpan r1-li1 Left OH Right OH I Engineering SB33SHRT CJ3P 4 ENDJO 30000 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 TC1 - 1-0-14 2x4 A 10*1 I W:400 R: 257 U: 72 BC; - -- 31 HO 1-0-14 3-0-0 M. w '18 R:i j86 U:j 131 W:108 R: 219 U: 1 i --- -- 3-0-0 - - -- i 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 --------- TC 0.14 2x 4 SP-#2 A -C 0.17 17 T 0.00 0.17 BC 0.17 2x 4 SP-#2 LL Defl -0.01" in A -C L/999 Brace truss as follows: TL Defl -0.01" in A -C L/999 O.C. From To Shear // Grain in A -C 0.18 TC Cont. 0- 0- 0 3- 0- 0 DL Defl 0.00" at L/999 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) Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 258 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 - Robbins Engineering. Inc./Online Pluslo 0 1996-2005 Version 18.0.014 Engineering - Portrait 11/222005 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 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014--------Bottom Chords--------- RUNDATE: 22-NOV-05 LL Defl 0.00" in A -C L/999 CSI -Size- ----Lumber---- TL Defl 0.00" in A -C L/999 TC 0.00 2x 4 SP42 Shear // Grain in A -A 0.00 BC 0.00 2x 4 SP42 DL Defl 0.00" at L/999 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 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: Plus 5 Wind Load Case(s) Trusses Manufactured by: Plus 1 UBC LL Load Case(s) East Coast Lumber Analysis Conforms To: Checked for NonConcurrent 200 FBC2004 Lbs Moving Point Load applied OH Loading at Panel Points and Mid -panel Soffit psf 2.0 on BC Excessive Left OH condition. Max allowable length is Jt React Uplft Size Req'd 0- 1- 0. Support end or Lbs Lbs In-Sx In-Sx provide level return. A 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 11/222005 3:47:51 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 41 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 50-0-0 47-4-0 10-0-0 DO 11-8-0 ML1-SB M 13-4-0 6-0-0 11-4-0 __ 19-4-0 50-0-0 SANTA BARBARA 3000 ELEVATION 4 2-CAR W/ TRAY FLOORS NOTE UPLIFT IS A RESULT OF WINDLOADS OCCURING ACROSS THE TOP CHORD OF A TRUSS. TRUSSES WITHIN A FLOOR SYSTEM ARE NOT SUBJECTED TO THESE WINDLOADS AND THEREFORE DO NOT HAVE UPLIFT, UNLESS THE FLOOR IS BEING USED TO TRANSFER LOADS FROM A BEARING WALL ABOVE TO A BEARING WALL BELOW. EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 1 1-10-99 REVISED: 04-13-06 PAGE 1 OF 3 SB42CTFL 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. 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 HELD BACK 1 " (TYP) 18 DESIGN BY: ACJ ACAD BY: KSM DESIGN CRITERIA COUNTY: — CODE: FBC—ASCE 7 LOADING: 55 PSF MWF SPEED: 120 M.P.H. SCALE: 1/8" a 1'-0` EXPOSURE CATEGORY = B MEAN HEIGHT: 15-0' IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLOSED TRUSS SPACING 19.2" h 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40pst s TC DEAD: tOpst BC UVE: ODPsf LIVE: sf BC DEAD: 05pst OUR FACTOR: 1.00 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT SC LL lOpsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20pst FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G.H) NON —CONCURRENT BC MOVING LL 2OD/ FBC TABLE 1507.1.31 DEFINITIONS MWF = MAIN NAND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SDUARE FOOT f = POUNDS 0 (V cr w I— V) Q 50-0-0 47-4-0 - �-8-0 ---------------------------------------- 71 I ------------\ �I I i \ I \\ \\ II I 1 PLY LEDGER BY BLDR. \ I I BOTTOM AT 9-4�:.o \\ I I I I / \ 1 PLY LEDGER BY \ \ 16 . I / BLDR, BOTTOM AT 9-4-0 B L NS REVIEW p qTy Of SANfORQ 11-10-0 9-0-0 9-10-0 19-4-0 50-0-0 SANTA BARBARA 3000 ELEVATION 4 2 — CAR W/ TRAY LOWER ROOF O-E i 7 A FRONT PORCH ONLY No B FRONT PORCH ONLY 12 6� 0-6-8 i TYPICAL END 14 1 8" DETAIL EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 1 1-10-99 REVISED: 04-13-06 PAGE 2 OF 3 SB42CTLR 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. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER STRU TURAL�INTENTTOTHIIS PROJEC7T COMPLIES WITH THE 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 D- Lu 1n Q DESIGN CRITERIA COUNTY: - CODE: FBC-ASCE 7 LOADING: TILE MWF SPEED: 120 M.P.M. 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 V£: 40ps1 IC LIVE: 20psf IC DEAD 15ps1 U sf BC LIVE: OOpst D: 1 BC DEAD: 05psf DUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT BC LL lOps1 F8C TABLE 1607.1.27 FRC TABLE R301.4 (NOTE 8) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G.H) NON —CONCURRENT BC MOVING LL 2000 FBC TABLE 1607.1.31 DEFINITIONS MWF = MAIN WIND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL LIVE LOAD DL = DEAD LOAD psi = POUNDS PER SQUARE FOOT / = POUNDS CJ5 CJ3 CJ1 4 50-0-0 47-4-0 „�-8;p 3',, ,� a 16-0-0 PLANS REVIEWED '-ITY OF SANFORD 30-8-0 «� 19-4-0 50-0-0 CJ1 CJ3 CJ5 EJ7 1 SANTA BARBARA 3000 ELEVATION 4 2 — CAR W/ TRAY UPPER ROOF 0-4-3 1 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 1 1-10-99 REVISED: 04-13-06 PAGE 3 OF 3 SB42CTUR O N Iz Lu I— Ln 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. 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. 12 61i TYPICAL 14" 114" END DETAIL DESIGN BY: ACJ DESIGN CRITERIA COUNTY: — CODE: FBC—ASCE 7 LDADING: 11LE MWF SPEED: 120 N.P.H. SCALE: 1/8' - 1'-0' EXPOSURE CATEGORY = B MEAN HEIGHT: 25'-0' IMPORTANCE FACTOR = I BUILDING TYPE: - ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF 4 TC LIVE: 20psf C D: 1 sl TC DEAD: 15psf C LI psl BC LIVE: OOpsf BC DEAD: 05psl OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT BC LL 10psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 2Dpsl FBC TABLE 1607.1.27 FRC TABLE R3D1.4 (NOTE B,G,H) NON —CONCURRENT BC MOVING LL 20D/ FBC TABLE 1607.1.31 DEFINITIONS MYN = MAIN W4:D FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD OIL = DEAD LOAD psi = POUNDS PER SOUARE F001 = POUNDS U U U CJ1P CJ3P o CJ5P 0 EJ7P EM BLDR. 33-0-0 tn M U U U CJ1P CJ3P CJ5P EJ7P EM ��►N� 'REV�EWE� 0-3 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: 1OX33 PORCH DATE: 10-20-99 REVISED: 1 1-07-05 SB33SHRT cfl CO LLJ I- 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: — CODE: FBC—ASCE 7 LOADING: TILE MWF SPEED: 120 M.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 FLOOR GRAVITY LOADS ROOF TC LIVE: 40psf TC LIVE: 20psf TC DEAD: 10pst TC DEAD: 15psf BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psf BC DEAD: 05psf DUR FACTOR: 1.00 DUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC do FRC NON —CONCURRENT BC LL lOpsf 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 2001 FBC TABLE 1607.1.31 DEFINITIONS MR'F = MA1N i.^:0 FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SOUARE FOOT / = POUNDS OFFICE