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337 Kays Landing Dr 07-421 SFRPERMIT Al CONTRAC' ADDRESS PHONE NUMBEk'W "�� PROPERTY OWNER S&ME' ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION LA PERMIT # O 7-440 � DATE PERMIT DESCRIPTION ERECT A6P9 PERMIT VALUATION 135 . Q/ . V 0 SQUARE FOOTAGE 3218 a 0 d �l City of Sanford Certificate of Occupancy This is to certify that the building located at 337 Kays Landing Dr for which permit number 07-421 has heretofore been issued on November 14, 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 Conditions (if blank, no conditions apply) Building: B Oden 03/12/07 Engineering & Planning: M Replogle 03/12/07 Public Works: M Watson 03/13/07 Utilities: R Blake 03/13/07 Fire Department: Engle Homes Qa,, Yy- , . '�,.:, _ 03/14/07 Property Owner Building Official o Date BP21OU01 CITY OF SANFORD Application Miscellaneous Information Maintenance 3/14/07 9 : 2 3 : 2 5 Application number . . . . 07 00000421 Parcel Number 34.19.30.520-0000-1250 Address . . . . . . . . . . 337 KAYS LANDING Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 11/14/06 Y 1)2 STORY, 3 BATHS, 2)NOC ON FILE, _ HISB 11/14/06 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 3/12/07 Y CO SIGN OFF: _ HISB 3/12/07 Y P&Z: MR 3.12.07 HISB 3/12/07 Y PW; MW 03.13.07 HISB 3/12/07 Y UTIL: RB 03.13.07 F3=Exit F6=Add F12=Cancel Bottom CITY OF SANFORD PERMIT APPLICATION av Permit # Job Address: S.3 % ki c Description of Work: tn! !/`c/A Historic District. Zoning. Date: ' o? J O % Value of Work: $ rQlJO.O1 Permit Type. Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gras 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. ne� �f c %��/ ! n� v� zAz'.z,, ✓tt//' oZ7 l% P/ % p / Phone: Contractor Name & Address: t%E/i -5—MA1 t r�Q sit 2�4 ?17 d'D % State License Number. Phone&Fax: Contact Person: Z//7CShi 22/s[ Z Phone: Bonding Company: Address: Mortgage Leader. _ Address: Arcbiteet/Eogineer. Address: Phone: Fax: 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: 1 certify that all ofthe 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 requimments of this permit, then: 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 govern-craal entities such as water managemem districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 win notify the owner of the property of the n%luitemems of orida Lien w, FS 713. f 7 Signature of OwnedAgem Date of ontracton gem Date T; gym•, tq. (,t ; C-/C- Prim Owner/Agent's Name Print C or/Agem.s Name ol Signature of Notary -State of Florida Date Signature o -State of FloriDate OwnedAgem is _ Produced ID Personally Known to Me or APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: Zoning: AAA a Bonny G LoW My omractorl gems ✓ P«sonally Known to Me orCommisnlon D: a� D201851 ed ID 6->ipiraa May 17 2007 (Initial & Date) Utilities: FD: (initial & Date) (Initial & Date) ELEVATION CERTIFICATE U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program Al. Building Owner's Name Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION OMB No. 1660-0008 Exoires February 28, 2009 ef7 - ela-1 A2. Buiinng Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. �Compa'ny' NA1C76umbe ° a City SANFORD State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 175, 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.. Fora 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 enclosures) 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 so in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number 92. County Name B3. State CITY OF SANFORD 120294 TSEMINOLE FL 84. 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 N/A 1610. nwicrare the source or me Base Flood Eievanon (fart) data or base flood depth entered in Item 89. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item 89: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes ®No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' Ni 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, V1430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized Local Vertical Datum NGVD 1929 Conversion/Comments None a) Top of bottom floor (Including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. 35' S Q'feet ❑ meters (Puerto Rico only) — ❑ feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) 3 4-.6Y (E'reet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico.only) ❑ feet ❑ meters (Puerto Rico only) ❑ 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 Certibcate 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 forth. Certifier's Name RONALD W. HERR, P.L.S. License Number LS4907 Title Manager of Survey -Central Florida Region Company Name IBI Group, Inc. PLACE'. ,r A.s 1-rMA I-orm 131-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A. Fo InsuranceComsp � a y t1e Building Street Address (Including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. zPollcy;Number' City Sanford State FL ZIP Code 32771 iJ0CRTm-5ahvjNAIJG Number -4iis ?�',' ra 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 2121 % b7 ❑ Check here If attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A.(WITHOUT BFE) For Zones AO and A (without BFE), complete Items El-E5. If the Certificate Is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ 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 C2.15 in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-Issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name - Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The Information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who Is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a 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 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 (Isi-ZonA AO) :depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Offlrtars NaMe Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions CCL IBI November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 125 — 337 Kays Landing, Sanford, FL 32771 The finished floor elevation of the structure located at 337 Kays Landing, Sanford, FL 32771, Lot 125, 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 Consult a divisio Group 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 .CCL/IBI Consultants, Inc. is a Division of IBI Group O`7- 4'x/ 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 POMPANO BEACH ORLANDO TAMPA ��� A DIPMON Or Mr IN GRO//P I WWW.CCL—POMPAAfO.COM JUPITER WWW.CCL—ORLANDO.COM A D/W5/DN or rNE /81 GROUP ENGLEKAY' S LANDING PHASE 2 NAT70NAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 114 OF SEC77ON 34, TOWNSHIP 19 PANEL NUMBER 12117CO040E SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLORIL MAP REVISION 05/17/1995 BEING S 00'14'40' E, AN ASSUMED MERIDIAN. FLOOD ZONE X L 6 G 6 N D R= RADIUS L= ARC DISTANCE e= CENTRAL ANGLE rA�/C CENTERLINE ITIONER SLAB Q.E. = DRAINAGE EASEMENT L.M.E. LAKE MAINTENANCE EASEMENT U.E. UTILITY EASEMENT F.F. FINISH FLOOR FHYD. = FIRE HYDRANT LELEC. ELECTRIC W.V. WATER VALVE PPOINT TANGENCY ® = EXISTING ELEVATION JRL.B.` L.B. 5610 P. C. µ — dt0 O C.B. 5610 EL..T.i 48' ` R=125.00 L=39.30 2 18'00'S3"� P. T. ! ! 00 O cp C LOT 126 LEGAL DESCRIPTION.• ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY /THE PLATTING SURVEYOR. O N8105610 CAIP ((IRCN UNLESS OTHERWIT WITH SE NOTED L.B. = LICENSED BUSILESS 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 CAN. CABLE TV L.P. = LIGHT POLE LOCATION SKETCH SCALE: 1- = 30' (NOT TO SCALE) / Cl: d=27'35'28" / 33.74 R=125.00' r,A_s L=60.19' 10' U.E. / 34.6 \ / \ 113.0' \ 19.4 I 1 B -- 25 o ' I 0 t 6 VE EN1R 11.4 2.7' 13.0' a 1 .3' 0 6.1 0 1 (T1 3 I LOT 125 u > 1 TWO STORY RESIDENCE a 1 0 1337 i; I F. F. EL. 35.50' „, c " CAR. EL. 34.90' 51 �I I I is.T 47.4' Z ' L7 _ CRETEI u I o I 41�,0 �, 33 I O I I' NI I DD I ul 1 LA I u_ CONC. DECK X POOL I I (J1 I I AREA I a I I cn 1' I I I20' B.S1 O I I CD I 10' L.E. 6''rNCr I S 89*51 25 W 83.2 1 TRACT "F" TRACT "F" Lot 125, Kay's Londing, Phase 2, according to the Plot thereof, as recorded in Plat Book 69, at Page 4J-44, of the Public Records, Seminole County, Florida. NOTES: rlq 1. UNLESS I 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 OTHERWSE NOTED. r— ORAWING, SKETCH, PLAT OR MAP IS FOR /NFORMAI)ONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY PURPOSES ONLY AND IS NOT VALID. ADD/AONS OR DELETIONS CCL CONSULTANTS, INC. FOR EASEMENTS AND OR RIGHTS — TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF —WA 01' RI--,-CPD. PARTY OR PAR77ES IS PROHIS17ED WITHOUT WRITTEN 5. LO%A)70NS ARE !./MITfD TO VISIBLE IMPROVEMENTS ONLY. ABOVE 2. I/E5 ARE TO THE ABOVE PARTY OR PARTIESGROUND FOUNDA AON OF BUILDING. U CONSENT OF THE . 6. )HIS .SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. REVISIONS: DATE: BY: PLOT PLAN 8/28/06 JAM FOUNDATION 12/1/06 JAM FINAL 2/16/07 JAM �. THIS SURVEY rXCE'EDS THE M/N/MUM CLOSURE ACCURACY = O FOP, A SiSURBAN SU?N_"Y AS REOU/R£D /N 61G17-6.003 CL Z OF F ' IDA M`1N/MUZCIGAL STANDARDS. 1)7 O O MOLD W. HERR P.L.S. PROFESSIONAL SURVE170R and MAPPER #4907 STATE OF FLORIDA IATE OF SURVE): DPt.1NN CHECKED FIELD 2/15/07 1BY 1A BY RWH BOOK 704112 CITY OFSANFORD PERMIT APPLICATION Permit # : 6 ( 91 _ Date: 1 r fob Address: Description of Work: Total Square Footage Historic District: 7,oning: Q 0=)I. Value of Work: $ [ �� Permit Type: Building Electrical Mechanical k/ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/AIteration Change of Service Temporary Pole Mechanical: Residential / Non -Residential Replacement New (Duct Layout & Energy Gralc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial / Dccupancy Type: Residential' Commercial Industrial Construction Type: of Stories: # of Dwelling Units: Flood Lone: (FEMA form required) /# Jwners Name & Address: A i17 r.I\I►� Phone: i�7fiy�I� contractor Name & Addre STREL t � - .•.State License Number: GAee _� O USSR ?hone & Fa:: Contact Person: CLU Phone: !n? SRT. 3 Oel 3onding Company: \ddress: /iortgagc Lender: \ddress: \rchitect/Engineer: Phone. \ddress: Fa x: \pplication 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 ssuance 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 cmtit must be segued for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and UR CONDITIONERS, etc. )WNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in ante wi all applicabllc laws regulating onstruction and zoning. WARNING TO OWNER: YOUR FAILURETO RECORD A NOTICE OF COMME�N ME MA'Y ESULT fI YOUR PAYING 'WICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, LT CONSUIT UR LENDER OR AN tTTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. / IOTICE: In addition to the requirements of this permit, there may be additional restrictions tis county, and there may be additional permits required from other governmental entities s receptance of permit is verification that I will notify the owner of the property of the Signature of Ownu/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID PPROVALS: ZONING: U'1'II_: Pecial Conditions: ev 0312006 Date Date FD: W rKk toV."F y bt found in the public records of waterMate agencies, or federal agencies. of FI3, _ of rtractor/Agent _ Date Cr G. DELLO RUSSO itractor/Agent's Name/ Signature of Notary -State of Florida Contractor/Agent iv Personally Known to Me or Produced ID ENG: BLDG: MIRINDA�JURNER NY COx IMISSIC�' 4 DD 212893 EXPIRES: �lwie 14, 2007 Bor W Thru f4mly Pdit Un& wrnoro CITY OF SANFORD PERMIT APPLICATION Permit # : �- Job Address: Description of Work: Historic District: Zoning: Value of Work: Date: I � - 1 Lq C�) t IQ _ Permit Type: Building Electrical X Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS 3 DO Addition/Alteration Change of Service Temporary Pole �- Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair -Residential or Commercial Occupancy Type: Residential �< Commercial Industrial Total Square Footage-3M-tv Construction Type: a # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) T" Owners Name & Address: k) G7T L G �t t 1�' n 1 Phone: 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 OWNERa YOUR -FAILURE -TO RECORD-A•NOTICE"OF COMMENCEMENT MAY -RESULT IN -YOUR PAYING,- -... . TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date.. ;Owner/Agent is Personally Known to Me of " Produced ID - APPLICATION APPROVED BY: Bldg: Zoning: (Initial & Date) Special Conditions: Signature of Notary Contractor/Agent is Produced ID (Initial & Date) FS 713. 11:X N 4-6A b y- mt's Name She Notary Pu • ca etate of Florida Pamela S Tomus - My Commission DD437139 or n Emires 08/07/2009 Utilities: an (Initial & Date) (Initial & Date) 3 3 7 CCL CCL/IBI CON ULTANT , INC. CCL AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 ��� POMPANO BEACH ORLANDO TAMPA JUPITER A 0/M W OF TFW IN GROUP WWW.CCL-POMPANO.COM ""WWW.CCL-ORLANDO.COM A DIgSIGN OF INE IN CACUP ENGLEKAY' S LANDING PHASE 2 NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 114 OF SECTION 34, TOWNSHIP 19 PANEL NUMBER 12117CO040E SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLOR/L MAP REVISION 0511711995 BEING S 00-14*40" E, AN ASSUMED MERIDIAN, FLOOD ZONE x ELEVATIONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLATTING SURVEYOR. L 6 G 6 N D: L- / O L.B. 5610 CAP• IRONROD SET ARC DISTANCE TRAL OTHER' B. A/SS AAICONNERSLABN&D CFEDITEARINLAINC!PEAOSEME = SETNNAIL�ANDEDSC L.B. 5610 B.E.NT PC = POINT OF CURVATURE PCC POINT OF COMPOUND CURVATL L.M.E.ECE EASEMENT PRC =POINTOOFI UTILITY EASEMENT REVERSEICURVATUI F.F. n FINISH FLOOR CAN. - CABLE TV FHYD. - FIRE HYDRANT L.P. - LIGHT POLE W.M. a WATER METER ELEC. E CTRIC SERVICE W.V. a WATER VALVE PT POIN OF TANGENCY ® = EXISTING ELEVATION J H. LB. W10 OQ EL J161,1' P�5\ P c , R� r LOCATION SKETCH Sawa: V - 30' (NOT TO SCALE) / Cl: A=27'35'28" R=125.00' L=60.19' — La 56/0, 0 I va'' EL Ja46 `� C1 `y R-125.00 L-39.30 \ Z M 1 B•00'53" P.T. a Cp Q �O Cp. LEGAL DESCRIPTION: 10' U.E. U) 19.4 1 000, mil' 6.4 2.7' 13.0' (NP 11.4 _ 1 .3' 0 6.1 c 1 Z I .54 � 1 o I o 1 O FOUNDA TION • y� �, r OD oI A 1 �im I ass 15_7_ I s.SB 47.4' ' .7* I I I I I I 1 I I I I I I I I 1 I 1 26 iN im I OD If I I zo' U.S.01 I 1 I I -L---------L I I ri I 10' L.E. I TC) A T-) A /. r ., ram• Lot 125, Kay's Landing, Phase 2, according to the Plat thereof, as recorded in Plat Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. NOTES' 1, UNLESS IT BEARS THE SIGNATURE AND PIE ORIGINAL RAISED J. PLAT AND RECORDED DIMENSIONS ARE THE SAME Q0 SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS OTHERWISE NOTED. DRAW Na SKETCH, PLAT OR MAP IS FOR INFORMATIONAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY `— PURPOSES ONLY AND 1S NOT VAUD. ADDITIONS OR DELETIONS CCL CONSULTANTS, INC FOR EASEMENTS AND OR RIGHTS - TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING OF -WAY OF RECORD. PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN 5. LOCAPONS ARE UM:IED TO VISIBLE IMPROVEMENTS ONLY. U CONSENT OF THE SIGNING PARTY OR PARTIES. La ?. TIES ARE 10 THE ABOVE GROUND FOUNDATION OF BUILDING. 6. P is Su.PV_rY DOr s NOT REFLECT OR DETERMINE OWNERSHIP. -, 7. THIS SURLY tXCLTD,ri.•THE MINIMUM CLOSURE ACCURACY oOe O FL*. A SURUNEAN. SURVEY AS REOU/RED IN 61G17-6.00J D. _ REVISIONS: DATE: BY: OF F 0AVA M/NrMLfAy MpfNICAL STANDARDS. PLOT PLAN 8/28/06 JAM FOUNDATION 12/1/06 JAM I' RO ' L 1N•. HERR P.L.S. PROFESWONAL SURVC.'OR and,WAFPER #4907 STATE OF FLORIDA DATE OF SURVEY. DRAWN, CHECKED FIELD 704 59 12/1/06 BY •• 'JABS I BY DS8 BOOK 1 Permit # Job Address: ID_-) -�_L 2371 )L CITY OF SANFORD PERMIT APPLICATION Date: III 7-81 Jb L C".1 .. r Q. lei- -L-r Description of Work: 1 `.• n.L,, C f Historic District: Zoning: Value of Work: 5 �n01 O, OJ i Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 3 Plumbing Repair — Residential or Commercial _ 72 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 NanAaMWfMM8U&% 4NQ4C+ P 0 BOX 1117 State License Number: SAN6oRQ, FLORIDA:3?_772 111 Phone & Fa:: (407) 323-75-15 Contact Person: _.•gip UANTAC;I: PLUMBING, INC Bonding Company. •� P •0 l�Ctli.l ll'7 Address: OiF*NFORD, FLORIDA 32772 1117 Mortgage Lender: (407)_23_751g Address: Architect/Engineer: Phone: Address: Fax: —._-- Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that -all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN 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 requireme is Lien Law, FS 713. Signature of Owner/Agent Date Signatu o tractor/Agent Date Print Owner/Agent's Name Print Contactor/Agent's Name 10 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date MARTHA Y. HALL Owner/Agent is _ Personally Known to Me or Contractor/Agent i ersonally W&Wib Rlibbkc, State of Florida —Produced ID _ Produced I My comm exp. Feb. 1, 2008 Comm. No. DD 258139 APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (initial & Date) (initial & Date) (Initial & Date) Special Conditions: COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75139 DATE: g /3/0 (-- BUILDING PERMIT NULER: �(C TCnINTY.NUMBER: UNIT ADDRESS: 37 TRAFFIC ONE: JURISYIICTION: 06 ZITY OF SANFORD SEC: TWP: RNG: PARCEL: SUBDIVISION: I TRACT: PLAT BOOK: 64 PLAT BOOK GE:BLOCK: LOT: /195- OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE I TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit S 705.00 1 S 705.00 ROADS -COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit S 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE S 2,143.00 STATEMENT nI r RECEIVED BY: _ (�(exi-2_ F(4-aer SIGNATURE: (PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** b Permit # : O / 10, v Job Address: 33 -7 tact z-Lj_- Description of Work: Erect Crincr Historic District: NO Zoning: CITY OF SANFORD PERMIT APPLICATION Date: nG F"RTotal Square Footage �70 Value of Work: S 13519 991. t i) Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool _ RECPrt it Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pol -- Mechanical: Residential X Non -Residential Replacement New (Duct Layout & Energy Calc. Require ) A �UU b Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Construction Type: .5k%- # of Stories: _L_�# of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name&Address: Tousa Homes dba Engle Homes, Orlando Inc 11315 Corporate Blvd., #250, Orlando 3281 7 Phone: (407) 249-3900 Contractor Name&Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone&Fax: 407-249-350OZ407-313- Cont tMrIJ Valerie/Ke Phone: 407-249-3500 Bonding Company: N/A 2 42 Address: Mortgage Lender: Address: Architect/Engineer: Residential Design Services Phone: 407-246-1080 Address: 3301Bartlett Blvd. , Orlando 32811 Fax: 407-2460-0094 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES. BOILERS, HEATERS. TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR. PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORINCYrcnnC nCCORDIAiC YOUR NOTICE OF (`OMNILNCCnnFUT NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirem nts Vf Flor a Li aw, F 713. loe:, Signature of OwneriAgent Date Signature of ContractoriAgent Date Print Ownet,'Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: �1� tiU uV UTIL: Special Conditions: Rey 03i2006 — Date FD: Wiliam Colby Franks Print Contractor/Agent's Name _ J Signature of Notary -State of Horda Date Valerie L Furrer DD205915 EXPIRES � - lay 25, 2007 rF e= .ofF: r,r-�ti._wirusuanNcttrrc Contractor/Agent is _X_ Personally Known to Me or Produced ID ENG: BLDG 13 -7i 02 04 IN 11111111111111111111111111111111111111111111111111111111111 . ' Pemtlt Number 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 MARYANNE MIME;I-.1 41.ERK OF CIRCUIT COURT SEMINUI.t WUNTY AK 06405 Pq 10491 Q pg 1 CLERK'S #i 2006146696 RI:'01M D 09/12/?006 03114WI PM REC111401W FEt:S 10.00 Rb.*WI,lI)I:U BY L McKinley 6'ERTIPIED COPY MARYANNE MORSE CLERK Oq CIRCUIT COURT SEMINO N ORIDA BY DEPUTY CLER SEP 1 nN The undersigned hereby gives notice that Improvements) will be made to certain real property, an In rdance 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 # 125 - 337 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/Olrando Inc. /Name 11315 Corporate Blvd #250 Telephone Number 407-281-4480 \" Address Orlando,Fl 32817 Fax Number 407-281-7766 6. Surety (if any) Name Telephone Number Address Fax Number Amount of bond $ N/A 7. Lender (if any) Name Telephone Number Address N/A Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Engle Homes/Orrando Inc. Telephone Number 407-281-4480 Address 11315 Corporate Blvd #250 Fax Number 407-281-7766 Orlando,Fl 32817 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided In §713.13(1)(b), Florida Statutes: Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date Is one y ar from the date of recording unless a different date Is specified): Date Signed SIgniffure of Owner Lfjott. per §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign In his or her stead." Sworn to and subscribed before me this /a — day o 20 �� by WILLIAM COLBY FRANKS who is X personally known to me OR produced as Identification. ,/�(� U Ctt -c- L.01 Signature of Notary (notarial seal to appear below) Form Revised: 12/00 for I8_ to 20 Valerie L Furrer MY COMMISSION # DD205715 EXPIRES s* May 25, 2007 aON9`.r) I RM TROY FAIN INSURANCE INC 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 6, 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: 337 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.fl.us. POWER OF ATTORNEY Date : q 11.31up 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 125, Block Subdivision : Kay's Landing Phase 2 Address of Job: 337 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 naype o� Certified Contractor Signature of Certified Contractor State of Florida County of Orange The foregoing instrument was acknowledged this 1"44L day, of P OL- - 2 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 (Seal) Type f Identification \ �`PµY P�o�, Kimberly Kaminer :Commission # DD425691 ignature o tary Public, State of Florida N� o� Expires May 4, 2009 �f� gandod �R+Y Fain • insuranco, Inc. 8043B5-i019 Kimberly Kaminer Print or Type Name of Notary Public Sei]linOle County Property Appraiser Get Information by Parcel Number Page 1 of I CPA, ASA f I ` t "' ❑AVID JOHNSON• y L PROPERTY —TT APPRAISER SEMINOLE COUNTY FL. 1 101 E. FIRST STD I II I SANFORD, FL32771-]46b 407-665-756b a ,d, t��••,, Iy�,,o-"'-'. ; 2006 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 34-19-30-520-0000-1250 Depreciated Bldg Value: $0 Owner: TOUSA HOMES INC Depreciated EXFT Value: $0 Mailing Address: 11315 CORPORATE BLVD STE 250 Land Value (Market): $62,000 City,State,ZipCode: ORLANDO FL 32817 Land Value Ag: $0 Property Address: 337 KAYS LANDING DR SANFORD 32771 Just/Market Value: $62,000 Subdivision Name: KAYS LANDING PHASE 2 Assessed Value (SOH): $62,000 Tax District: S1-SANFORD Exempt Value: $0 Exemptions: Taxable Value: $62,000 Dor: 00-VACANT RESIDENTIAL Tax Estimator 2006 Notice of Proposed Property Tax SALES Deed Date Book Page Amount Vac/Imp Qualified 2005 VALUE SUMMARY CORRECTIVE 05/2006 06253 0971 S100 Vacant No 2005 Tax Bill Amount: DEED 2005 Taxable Value: SPECIAL 03/2006 06172 0035 $1,077,800 Vacant No DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Land Unit Land Frontage Depth PLATS: Pick... Method Units Price Value LOT 125 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 Jus6,14arket value. littp://www.scpafl.oi-g/pls/web/i-e_wel).senIinOIC—COunty_title'?parcel=341930520000()1250... 8/31 /2006 LOT � .. .. PtNlln 5 E V .. U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE impolfant: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION A2. Building Street Address pncluding Apt, Unit, Suite, and/or Bldg. No.) or P,O. Route and Box No. 3�� 7 1L-I��l s L4•t� O I n� G D Rapt F City 5State _ 4NFoRD A3. Property Dlgiption (Lot end Block Numbers. Tax Parna� N.ars. L. . . • OMB.,No. 18,60.0008 ` ExMrea'February 28, 2009 ZIP A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) ......--".AS.-LatltudelLongftude: L-at:---•-- As. Altoch.at least 2 photographs. of the building If the. Certiflca Is being used to obtain flood Insurance. Horizontal 6a�um: Q"NAD 1827 ' Q Ni413 f983-' AT Building Diagram Number_. A8. For a building with a crawl space or enclosure(s),.provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) O sq ft a) Square footage of attached garage 30+- s it b) No. otpermanent flood openings In the crawl space or q endosure(s) walls within 1.0 foot above adjacent grade b) No, of pem�.0 foot flood openings In the attache�,g�rage -�— wales within 1.0 foot above adjacent -grade c) Total net area of flood openings in AB.b --J:>_ sq In c) Total net area of flood openings in A9.b sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP Community Name & CommunHy Number tDate ot= SIN FORD 1202 7state=Map/Panel65. Suffbc 88B7. FIRM Panel 68. Flood 89. Base Flood Elevation(s).(Zone E Effective/Revised Date Zone(s) AO,. use base flood depth) 610. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in item 89. ❑ FIS Profile ❑ FIRM ❑ Community De nod [� Other (Describe) BY P LiATT I N �( S J t2 y r- Y p (� B11. Indicate elevation datum used for BFE In item B9: rj NGVD 1929 ❑ NAVD 1988 Other B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? �S J Yes Designation Date" ❑CBRS ❑ OPA ❑ No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings* ❑ Building Under Construction* 'A new Elevation Certificate will be required when construction of the building is complete. ❑Finished Construction C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/At-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark UtilizedVertigal Datum f�1 G,�/ t g�e� Conversion/Comments NC►.>�>E PAS SJM �' n Check the measurement used. a) ' Top of bottom floor pnctuding basement, crawl space, or enclosure floor) 3 ,Cj l= l feet [� b) Top of the next higher floor --t-t meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) feet Elmeters (Puerto Rico only) d) Attached garage (top of slab) ❑ feet Elmotors (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 1A �1n- feet ❑ motors (Puerto Rico only) (Describe type of equipment in Comments) '—u feet ❑ motors (Puerto Rico only) f) Lowest adjacent (finished) grade (LAG) r� 9) Highest adjacent (finished) grade (HAG) —t_ 1 feet ❑ motors (Puerto Rico only) —❑ feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. l cer8fy that the Inlormatfon on this Certificate represents my best etlorts to Interpret ;Check de tend that any false statement may be punishable by line or Imprisonment under 18 . Code, Section/1001. f Snh here if comments are provided on bads of form. Cortifler's Name ' f yy� 1 50� G W V License Number Title company Name MANA�tNG �R1NC1�14�., -i.B1 6goup INS. t/v ade.aaa q•Iriri-ND = L-.....,.,037 - 4o} -GGo _ ZI ZU 1 113114& FEMA Form 81-31, February 2006 See reverse side for continuation. Rdplaces all -Previous editions :. In these spores, copy the Address (Indu Mg Apt., Unit, Sul kLA,\4S 0iQ6 1 ififdnnetlon from Section A. o.) or P.O. Route and Box No. State ZIP 'FL 3 Z :� SECTION D -SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompa6y, and (3) building owner. signature Date S j -.. ......p-Cheok-here lf-attechmerrts-. 8ECT1_6WXsE19=T FG 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 Et-E4, use natural grade, If available. Check the measurement used. In Puerto Rloo only, enter meters. E1. Provide elevation Information.fof 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 HbelowtheLAG. below the HAG. b) Top of bottom floor (Including basement, crawl space, or enclosure) Is ❑ feet ❑ meters ❑aboveor E2. For Building Diagrams 6-8 with permaneirt flood openings provided In Sectlgn A items 8 Md/or 9 (see We 8 of Instructions), the next higher floor (elevation C2.b In the diagrams) of the building Is _� . _ ❑ feet L,J meters L) above or [J below the 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 ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number Is available, Is the top of the bottomfloor elevated In accordance with the community's floodplaln management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this Information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION Tho 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: Pioperty Owner's or Owner's Authorized Representative's Name Addross City State ZIP Code Signature Date Telephone Comments ❑ Check here If attachments SECTION G -COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplaln management ordinance can complete S, and G of this Elevation Certificate. Complete the applicable hems) 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.) 02. ❑ A community official completed Section E for a building located In Zone A (without a FEMA4ssued'or community -Issued BFE) or Zone AO. 03. ❑ The following Information (Items G4.-G9.) Is provided for community floodplaln management purposes. . Permit Number 1. G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued 07. This permit has been Issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (Including basement) of the building: Elfeet ❑meters (PR) Datum G9. BFE or On Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here N attachments FEMA Form 8131, February 2DO6 Replaces all previous editions CCL CCL/IBI CONSULTAINTS, INC. CCL ENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER IBI A An1:SrW Or 1N! JW &VOW WWW CCL -POMPANO.COM W' XCL-ORLANDO.COM A &VYM w a- Mr /& a?OW ENGLEKAY' S LANDING PHASE 2 X NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST v4 OF SECTION J4, TOWNSHIP 19 - PANEL NUMBER 12117CO040E SOUTH, RANGE JO EAST, S£MINOL£ COUNTY, FLORIDA, MA :fZ�0N 05/1711995 BEING S 007440" E. AN ASSUMED MERIDIAN.FLOO _. _ - 4 ` L6C RN D / �` L- ARCtDISTANCE O L.B. 5610 RIP (IRC)N UNLESS OTHERWISE NUMBER e- CENTRAL ANGLE L.B. - LICENSED I US�ESS - A/C - AIR CONDITIONER SLAB NLD - SET NAIL AND DISC L.B. 5610 CENTERLINE PC POINT OF CURVATURE .E. - DRAINAGE EASEMENT PCC POINT OF COMPOUND CURVATURE L.M.E. LAKE MAINTENANCE EASEMENT PI - POINT OF INTERSECTION _ U.TF. - UTILITY EASEMENT PRC - POINT OF REVERSE CURVATURE _ F. - FINISH FLOOR CATV. - CABLE TV �� r FHYD. - FIRE HYDRANT L.P. - LIGHT POLE W.M. - WATER METER ELEC. ;,ELECTRIC SERVICE LOCATION SKETCH W.V. - WATER VALVE PT POINT OF TANGENCY ® PROPOSED ELEVATION (NOT TO SCALE) SCALE: V 0 30' A=27'3528" 33.7 R=125.00' PAS �OF R`s?.00, L=60.19' `50 32.8 ♦ J R=125.00 33.5 L•}30 10' U.E. 9.�'�3` 6EOt�a ♦ I 0 p 19.33' I O N I Ip N i o 3. 3 O tw I J 5 C0�1pr° 3.00' N 11.33, - 1 .33' 0 6.00,, I m Z I IT �/A OO I MODEL::SAN ELEVATION BARBARA '1 C3 L% I 50.00' x 52 33 ) OD p 2031 ts4.1t I 32.9 CW !� I F.F. EL. 35.55 6T / nT ^ �47 6 11169- L. V/ I C L C"CRED PORW33 I I I 1 3}' I I I I AREA TABULATION COT *SO.FT, O I�'I A 1bo P � I INI O IQ I •P_ 00 lol� I I CT) T� 20' B.S. I 34.7 I 1 1 1 I I- L:— — — — — — — -L — I 34.8 1 1 10' L.E. I 1F i� S 89'51 25 W 83.22 33.4 NOTE: LEGAL DESCRIPTION: BUILDING WILL BE STAKED AS SHOWN Lot 125, Kays Landing, Phase 2, according to the Plot thereof, as recorded In Plot Book 69, at Page 4J-44, of the Public Records, Seminole County, Florido. Q0 NOTES: (SKETCH AND LECAL ONLY, NOT A SURVEY) Q0 I. UNLESS IT BEARS THE SIGNATURE AND THE ORIGNAL RAISED Z LANDS SHOWN HEREON WERE NOT ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY CCL CONSULTANTS INC. FOR EASEMENTS AND DRAWING, SKETCH, PLAT OR MAP is FOR INFORMATIONAL RIGHTS -OF -WAY OF RECORD, PURPOSES ONLY AND IS NOT VALID. ADD117ONS OR DELE77ONS J. DATA SHOWN HEREON WAS CC-VMLE'Q FROM OTHER U TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING INSTRUMENTS AND DOES .NOT CONS171.17E7RVWry W PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN AS SUCH, O CONSENT OF THE SIGNING PARTY OR PARTIES. �+ a i REVISIONS: DATE: BY: PLOT PLAN 8/28/06 JAM DAVID M BR, 0,. S.M PROF SIONAL SURVEYOR an MAPP s670 STATE OF FLORIDA DAX OF SKETCH: I DRAWN CHECKED FIELD 8/26/06 BY JAM BY DMS BOOK NSA 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: SantaB rbara300 Builder: ENGLE HOMES Address: 337 %�G - u4a,�s Permitting Office: S,4A)Fot¢�( City, State: UU�Q Permit Number: p7�- 4otTr Owner: � p� Jurisdiction Number: Co q IS pD Climate Zone: entr 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 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=4.1, 1165.2 ft' _ b. Frame, Wood, Adjacent R=I 1.0, 227.0 ft' _ c. Frame, Wood, Exterior R=11.0, 1149.0 ft' _ d. N/A _ e. N/A _ 10. Ceiling types a. Under Attic R=30.0, 1566.0 ft' b. Under Attic R=30.0, 55.0 ft' _ c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):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 Cleat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.19 Total as -built points: 39744 PASS Total base points: 42429 I hereby certify that the plans and specifications covered by this calculation arm, inn compliance with the Florida nergy Code. ` PREPARED DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy TO-(- OWNER/AGENT:C.�-� DATE: a I ID� Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.0) 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 y��pF CHE STq0 41 i�o ®j�eO FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC 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 EnergyGauge@ DCA Form 60OA-2004 EnergyGauge@/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS.... PERMIT #: BASE AS -BUILT 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),lnt(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 EnergyGauge I" DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 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 I ADDRESS: , , , PERMIT #: I BASE AS -BUILT CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1566.0 0.64 1002.2 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 EnergyGaugeTM" 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 Py01111E srArFo� 1 CDD WE'D EnergyGauge TM' DCA Form 60OA-2004 EnergyGaugep/FIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I an_131 IAICu TDATIMI RF111111'_TInM rnMPI IONCF CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area:.5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. -.II Ide -� 1 CHECK COMPONENTS SECTION REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or Dearly 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 efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 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. EnergyGaugeT" 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. 1. New construction or existing New - 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 5 5. Is this a worst case? Yes - 6. Conditioned floor area (ft') 3001 ft' _ 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7gSngle 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 - 11. Ducts a. Sup: Unc. Ret: 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 (FIR -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 0� SKE s A"OP M *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 EnergvStarF' designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas,EnergyGaugee®V(Vers Ons FLKCSliav4.0) 4 PROJECT SUMMARY t Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II ✓3< III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831.2665 Project• • For: ENGLE HOMES Notes: RVSD 8-31-05 BY EJH CHANGED TO LENNOX EQUIPMENT Design Information Weather: Odando_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 55233 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 55233 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 3001 3001 Volume (ft') 28768 28768 Air Changes/hour 0.70 0.40 Equiv. AVF (cfm) 336 192 Heating Equipment Summary 93 °F 75 °F 18 °F M 50 % 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 49452 Btuh Ventilation 0 Btuh Design temperature swing 3.0 °F Use mfg. data y Rate/swing multiplier 1.00 Total Sens. equip. load 49452 Btuh Latent Cooling Equipment Load Sizing Internal gains 1610 Btuh Ventilation 0 Btuh Infiltration 5656 Btuh Total latent equip. load 7266 Btuh Total equipment load 56718 Btuh Req. total capacity at 0.70 SHR 5.9 ton 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 n/a Efficiency n/a Heating input Sensible cooling 0 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. W r•g Ht50ft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACCP, E:XFilesXENGLE2002ZantsBarbara30061Santasaroara30011santaBarbara3001.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House l 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 Procedure A - Winter Infiltration HTM Calculation` 1. Winter infiltration AVF 0.70 ach x 28768 ft3 x 0.0167 = 336 cfm Isolated zones = 0 cfm Total = 336 cfm 2. Winter infiltration load 1.1 x 336 cfm x 32 °F Winter TD = 11814 Btuh 3. Winter infiltration HTM 11814 Btuh / 599 ft2 Total window = 19.7 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 28768 2. Summer infiltration load 1.1 x 192 cfm x 18 3. Summer infiltration HTM 3797 Btuh / 599 ft3 x 0.0167 = 192 cfm Isolated zones = 0 cfm Total = 192 cfm 'F Summer TD = 3797 Btuh ft2 Total window = 6.3 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x43 gr/lb moist.diff. x 192 cfm = 5656 Btuh Procedure u - tgwpment Sizing Loads 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. wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACCP. E:1FilestENGLE2002GantaBarbara30061SantaBarbara30011SantaBarbara3001.rsr Page 1 RIGHT-J WORKSHEET Entire House 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 1 J: 7th Ed. Name of room Enure House ZONE 1 ZONE 2 j4MANUAL 2 Length of exposed wall 326.0 ft 159D ft 167.0 ft 3 Room dimensiorrs Ceings Condit Option 8.8 ft heaVcool d 9.4 ft heat/cool d o 8.1 ft heaVcool d o TYPE OF CST F{TA l Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area E410,SURE NO. Htg Clg (ft� Htg I Clg (Rr) Htg Clg OF) HtgI Clg Htg CIg 5 Gross a 14B 4.6 2.1 1250 - - 1250 - " " 0 sed b 13C 3.2 1.2 245 - - 245 "" 0 walls and c 12C 2.9 1.9 1354 - - 0 - 1354 partitions d 0.0 0.0 0 ." "" ." 0 0 0 ".. e 0.0 0.0 0 0 .... ,,,. f 0.0 0.0 0 "" ."' 0 '.'. 0 6 Wrclows and a 1C 37.0 " 2B7 10608 "" 190 7022 - 97 3585 glass doors Heating b 8C c 9C 37.0 38.7 " " 0 294 0 11384 "" "" 0 186 0 7202 "" - 0 108 0 4182 �. 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 7 Wrxkws and North 21.7 135 - 2914 46 "" 938 89 "" 1975 glass doors Coding NEM ENV 0.0 59.3 0 396 "" - 0 23466 0 279 0 16630 0 117 "' "" 0 6836 ... SE/SW 0.0 0 "" 0 0 0 0 0 ... South 30.4 51 "" 1550 51 "" 1550 0 "" 0 .�. Horz 0.0 0 0 0 "" 0 0 0 8 Other doors a 11A 18.9 12.7 18 340 229 18 340 229 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 874 4026 1799 874 4026 1799 0 0 0 exposed b 13C 3.2 1.2 227 715 266 227 715 266 0 0 0 walls and c 12C 2.9 1.9 1149 3309 2234 0 0 0 1149 3309 2234 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 15W 1654 2170 0 0 0 1566 1654 2110 b 16G 1.1 1.4 55 58 76 0 0 0 55 58 76 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Ftonrs a 22A 25.9 0.0 159 4121 0 159 4121 0 0 0 0 (Note: room b 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 is displ. for slab d a 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 0 0 0 0 12 Infiltration a 19.7 6.3 599 11814 3797 394 7771 2498 205 4043 1300 13 Subtotal loss--6+8. +11+12 48029 - "" 31198 - 16831 Less external healing "" 0 "" 0 .. 0 0 ... .. . Less transfer "" 0 0 14 Heating redistribution Duct loss "" 150/ 0 7204 "" "" "" 15°/ 0 4680 15% 0 2525 "" .... 15 Total loss = 13+14 - 55233 "" 35877 16 Int gains: People @ 300 7 - 2100 5 - 1500 2 600 Appl. @ 1200 2 - 2400 2 - 2400 0 "" 0 17 Subtot RSH gah--7+8. +12+16 43002 - 27810 15191 ... .... Less extadi mal cong ... 0 .. 0 0 .�. .� 0 0 .- .... Less transfer 0 18 Coding redistribution Duct gain 159/ - 0 6450 "" 15°/ - 0 4172 15°/ 0 2279 °/ . . 19 Total RSH gain=(17+18)'PLF 1.00 - 49452 1.00 - 31982 1.00 17470 20 Air required (din) 2400 2400 "" 1400 1400 loot loco Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr-rghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 '`f& E:WilestENGLE2002lSantsBarbara30061SantaBarbara30011SantaBarbara300l.rsr Page 1 PROJECT SUMMARY ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & I} III) 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 Design Information Weather: Orlando AP, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Building heat loss 35877 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 35877 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Fiea1606 Co Area ft 1606 Volume (ft) 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 % Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. - W ri(3Ht50ft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACCK E:1Files%ENGLE2002lSantaBarbara30061SantaBarbara3001lSantsBarbara3001.rsr Page 2 RIGHT-J CALCULATION PROCEDURES A, B, C, D 0 ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II & III) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 Procedure A - Winter 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 TD = 7771 Btuh 3. Winter infiltration HTM 7771 Btuh / 394 ft2 Total window = 19.7 Btuh/ft2 and door area PrnrprlurP R - Summer 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 u - tqulpment zoizing Loaos 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 Bolcl/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb•21 08:39:02 ACCa E:1Files\ENGLE2002GantaBarbara30061SantaBarbara30011SantsBarbara3001.rsr Page 2 Duct System Summary EDOO ZONE 1 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) 931-2665 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 (cfm) Clg (cfm) Design FIR Diam (in) Rect Size (in) Duct Matl 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 --- - — -----Supply Trunk-DetailTable------ — --- Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type (cfm) (cfm) FIR (fpm) (in) Size (in) Material Trunk 1 Peak AVF 324 395 0.667 503 12 0 x 0 VinlFlx 2 Peak AVF 379 303 0.381 695 10 0 x 0 VinlFlx ,,:_- wnghtsoft Right -Suite ResidenGal5.5.17 RSR26014 2006Feb-21 08:38:36 ACCp, E:1Files\ENGLE20021SantaBarbara30081SantaBarbara30011SantsBarbara3001.rsr Page 1 DUCT TREE DIAGRAM ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (11 8 III) 3006 08.13.03rvsd 109 COMMERCE STREET, LAKE MARY. FL 32746-62M Phone: (407) 831-2665 Project• • For: ENGLE HOMES HENNN[Bg CO©kmg External 14Wpamww: 0.30 in H2O 0.30 in H2O Pressure' 0.06 in H2O 0.06 in H2O Available ft it ftemsurm: 0.24 in H2O 0.24 in H2O 6ripWlRmfw.n available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O ActHaWdEtion rate 0.381 in/100ft 0.381 in/100ft Actual air flow 1400 cfm 1400 cfm Total EfkKb a leeaa#bl�jB1)): 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. wnghtsoft Right•Suite Residential5.5.17 RSR26014 2006-Feb-21 08:38:36 /ICE E:\Files\ENGLE2002\SantaBarbara3006\SantaBarbara3001\SantaBarbara3001.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) 831.2665 J: 7th Ed. Name of room ZONE 1 LMNG FOYERUNING LAUN jMANUAL Length of exposed wal 159.0 ft 28.0 ft 26.0 ft 17.0 ftRoom drnersions 13.0 x 16.0 ft 18.0 x 14.0 ft 16.0 x 8.0 ftCeings Condit Option 9.4 ft heaWool ]dn 9.4 ft heaV000l 9.4 ft heaV000l 9.4 ft heaVcool TYPE OF CST HTM Area Load (Bah)Area Load (Btuh) Area Load (Btuh) Area Load (Bah) E)d'OSIJRE NO. Htg Clg (ft) Htg ClgW) Htg I Clg (M Htg I Clg (M Htg Clg 5 Gross a 14B 4.6 2.1 1250 - - 263 - - 178 "'- - 7 - Exposed b 13C 3.2 1.2 245 - - 0 - - 66 - -85 - walls and c 12C 2.9 1.9 0 - - 0 "" 0 "" 0 partitions d 0.0 0.0 0 - - 0 0 "" "" 0 e 0.0 0.0 0 "" 0 "" 0 "" "" 0 f 0.0 0.0 0 "" 0 "" 0 "" '"" 0 6 Windows and a 1C 37.0 " 190 7022 "" 67 2476 "" 47 1737 "" 7 259 glass doors b 8C 37.0 " 0 0 0 0 0 0 "" 0 0 Heating c 9C 38.7 " 186 7202 "" 0 0 "" 36 1394 "" 0 0 d 0.0 0 0 0 0 0 0 "" 0 0 e 0.0 0 0 0 0 0 0 "" 0 0 f 0.0 0 0 "" 0 0 0 0 "" 0 0 7 Wndows and North 20.4 46 "" 938 0 "" 0 0 "" 0 7 "" 143 glass doors NEMW 0.0 0 "" 0 0 "" 0 0 "" 0 0 "" 0 Cooling ENV 59.6 279 "" 16630 39 "" 2122 W "" 5967 0 "" 0 SE/SW 0.0 0 "" 0 0 "" 0 0 "" 0 0 0 South 30.4 51 1550 28 "" 851 0 "' 0 0 0 Horz 0.0 0 0 0 "" 0 0 "" 0 0 "" 0 8 Otlterdoors a 11A 18.9 12.7 18 340 229 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 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 874 4026 1799 196 904 404 95 438 196 68 313 140 exposed b 13C 3.2 1.2 227 715 256 0 0 0 66 208 77 85 268 99 Ovals and c 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1.4 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 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 10 0 0 0 0 11 Floors a 22A 25.9 0.0 159 4121 0 28 726 0 26 674 0 17 441 0 (Note: 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 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 19.7 6.3 394 7771 2498 67 1321 425 83 1637 526 7 138 44 13 Subtotalloss=6+8.+11+12 31198 5428 6088 "" 1419 Less external heating "' 0 0 "" 0 0 Less transfer 0 "" 0 "" 0 "" 0 ... Heating redismbution 0 "" "" 0 0 "" 0 14 Duct loss 15% 4680 "" 150/ 814 - 159/ 913 "" 1,T/ 213 15 Total loss = 13+14 35877 "" 6242 - 1"" 7001 "" 1631 16 Int. gains: People @ 300 5 - 1500 0 - 0 1 - 300 0 0 Appl. @ 1200 2 - 2400 0 - 0 0 - 0 1 600 17 Subtot RSH gain=7+8. +1 +16 "" - 27810 "" - 3802 "" - 7066 1027 Less external cooling "" 0 "" "" 0 "" "" 0 0 Less transfer "" 0 "" "" 0 "" "" 0 0 Cooling redisttibutm "" "" 0 "" "" 0 "" 0 "" "" 0 18 Dud gain 150/ 4172 15°/ 570 15°/ - 1060 15°/ "" 154 19 Total RSH gairl=(17+18)'PLF 1.00 - 31982 1.00 "" 4372 1.00 - 8126 1.00 1181 20 Air required (dm) "'- 1400 14W "" 244 191 - 273 35G 64 52 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�jHtsoft Right -Suite Residential 5.5.17 RSR26014 2006 Feb21 08:39:02 ��A E:lFilesIENGLE2002LSantaBarbara30061SantaBarbara30011SantaBarbara3001.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 1 MANUAL J: 7th Ed. Narne of roam WCHEN NOCK FAMILY UBRARYBORMS 2 3 Length of exposed wall Room dimensions 24.0 ft 14.0 x 16.0 ft 27.0 ft 11.0 x 11.0 R 22.0 It 22.0 x 22.0 ft 15.0 R 14.0 x 15.0 ft 4 Ceings Condit. Option 9.4 ft heatk=l 9.4 ft heat/000l 9.4 ft heat/cool 9.4 ft Iheat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) D4�lJRE I NO. Htg Clg (Re) Htg I Clg (ft) Ht9 Clg (W) Ht9 I Cg (>e) m9 I Cl9 5 Gross a 14B 4.6 2.1 132 - "" 197 "" "" 207 "" "" 141 Exposed b I3C 3.2 1.2 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 "" 0 ... f 0.0 0.0 0 0 6 Windows and a 1C 37.0 " 0 0 "" 39 1441 "" 0 023 am glass doors b 8C 37.0 0 0 0 0 ""' "" 0 44 0 1704 "" "" 0 106 0 4104 0 0 0 0 Heating c 9C 38.7 "" 0 0 "" 0 0 "" 0 0 d e 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 7 Windows and North 20.4 0 "" 0 39 "" "" 796 0 0 0 0 0Cooling glass doors NE/NW E/W 0.0 59.6 0 0 "" 0 0 0 442394 0 0 106 "" 5766 1000 "" 0 SE/SW 0.0 0 - 0 0 "" 0 0 0 0 "" 0 0 "" 0 699 South 30.4 0 "'- 0 0 "" 0 0 "" 0 0 Horz 00 0 0 0 8 Otter doors a 11A 18.9 12.7 18 310 229 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 0 c 0.0 0.0 0 0 0 0 9 Net a 14B 4.6 2.1 132 608 272 114 527 236 101 464 208 118 544 243 0 exposed b 13C 3.2 1.2 76 239 89 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 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 0 e f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceifuhgs a 16G 1.1 1.4 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 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 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 1 0.0 0.0 01 0 0 0 0 11 Floors a 22A 25.9 0.0 24 622 0 21 544 0 22 570 0 t 389 0 0 (Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 pervneter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. for slab d a 0.0 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 0 0 0 0 0 0 0 121 Infittaton a 19.7 6.3 181 355 114183 1637 525 106 2091 672 23 454 146 13 Subtotal loss- +8_+11+12 2165 "" 5854 7230 „� .,, 2236 0 Less external heating 0 "' "" 0 0 ,,, „„ 0 0 .... .. 0 .. Less transfer 0 .. ... .. 0 . . 14 Heating redistribution Duct loss "" 15°/ 0 325 "" 15% 0 878 150/ 0 1084 151/ 335 15 Total loss = 13+14 2489 "" 6732 - 8314 2572 16 Int gains: People @ 300 0 - 0 0 - 0 4 - 1200 0 0 1 0 600 17 12D0 Subtot RSH gain=7+ 8 +1222+16 1 "" - 1200 1904 0 0 3951 0 ^ 7846 A ,' 1688 Less external cooling .. ... .. . » 0 .. �. 0 0 , �-- .- 0 0 �^ .. 0 0 Less transfer 0 "� �' ... .. 0 ... .. 0 18 Cooling redistribution Duct gain �15°/ - 0 286 15% "'- 0 593 15% "" 1177 19m, "" 253 19 Total RSH pan=(17+18)'PLF 1.00 "" 2190 1.00 "" - 4544 _ I.00 32» 9023 395 1.00 "" 100 1941 85 20 Air required 0111) - 97 96 2E,3 199 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wtr^vg �'ltSOft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 '4,8 a E:tFilesIENGLE20021SantaBarbara30061SantaBarbara30011SantaBarbara3001.rsr Page 3 RIGHT-J WORKSHEET ZONE 1 DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407)1131-2665 Job: SANTA BARBARA (II & 111) 3006 08.13.03rvsd MANUAL J: 7th Ed. Name of room BATHS 1 2 Length of exposed wag 6.0 ft 3 Room d'cnertsi m 6.0 x 14.0 ft 4 CeBngs CondilOption 9.4 ft 1heat/cool TYPE OF I CST HTM Area Load (Btuh) Area Any Htg Clg Area Htg Clg E)TOSURE NO. Fttg Cig (ft) Htg CIg Htg I Clg 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-- f 0.0 0.0 0 6 Windows and a 1C 37.0 7 259 glass doors b 8C 37.0 - 0 0 Heating c 9C 38.7 - 0 0 d 0.0 " 0 0..- e 0.0 - 0 0 f 0.0 " 0 0 7 widows and North 20.4 0 0 ,, .... glass doors NEM 0.0 0 "" 0 Cooling EJW 59.6 7 381 ... ,,, SE/SW 0.0 0 "" 0 .... South 30.4 0 "" 0 Horz 0.0 0 "" 0 8 0,1-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 Ca&Kjs 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 0 0 0 11 Floors a 22A 25.9 0.0 6 156 0 (Note: room b 0.0 0.0 0 0 0 perimeter c 0.0 0.0 0 0 0 is displ. d 0.0 0.0 0 0 0 for stab a 0.0 0.0 0 0 0 floors) f 0.0 0.0 0 0 0 12 Infiltration a 19.71 6.3 71 138 44 13 Subtolal bss=6+8. +11+12 780 Less external heating "" 0 Less transfer "'" 0 Heating redistribution 0 �.. o / »« »» o/ .• 14 Duct loss 15% 117 15 Total loss = 13+14 897 ... ... 16 Int gains: People @ 300 0 "" 0-- Appl. @ 1200 0 0 .. ,,, ,, .... .. 17 Subtot RSH gain=7+8. +12+16 "" 527 .. ,,. „„ ..., ..- •-» Less external cooling 0 Less transfer 0 Coolingredistribution 15°/ 79 ... o/ ... °/ .. o/ •••• 18 Duct gain �--- 19 Total RSH gain=(17+18)'PLF 1.00 606120, .,. ... Air regrrired (am) 35 27 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Wr4g1'1t50'1FC Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 0Page 4 AG� E:1FilesIENGLE2002tSantaBarbara30061SantaBarbara30011SantaBarbara3001.rsr Page 4 PROJECT SUMMARY 4 ZONE 2 DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II 8 III) 3006 08.13.03rvsd 109 COMMERCE STREET. LAKE MARY, FL 32746-6206 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 38 °F 70 °F 32 °F 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 0 Heatingg Coolingg Area (ftz) 1393 1395 Volume (ft') 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 0 °F 1000 cfm 0.052 cfm/Btuh 0.30 in H2O Summer Design Conditions Outside db 93 °F Inside db 75 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 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 14.5 EER Sensible cooling 23200 Btuh Latent cooling 5800 Btuh Total cooling 29000 Btuh Actual air flow 1000 cfm Air flow factor 0.057 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 83 % Boldfitalic values have boon manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrigjHtsoft RightSuite Residential5.5.17 RSR26014 2006-Feb21 08:39:02 ACCA E:\FilesIENGLE2002lSantsBarbara30061SantaBarbara30011SantaBarbara3001.rsr Page 3 RIGHT-J CALCULATION PROCEDURES A, B, C, D ZONE 2 I 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 Procedure A - Winter Infiltration HTM Calculation' 1. Winter infiltration AVF 0.54 ach x 12685 ft3 x 0.0167 = 115 cfm 2. Winter infiltration load 1.1 x 115 cfm x 32 3. Winter infiltration HTM 4043 Btuh / 205 ft2 °F Winter TD = 4043 Btuh Total window = 19.7 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.31 ach x 12685 ft3 2. Summer infiltration load 1.1 x 66 cfm x 18 3. Summer infiltration HTM 1300 Btuh / 205 ft2 x 0.0167 = 66 cfm °F Summer TD = 1300 Btuh Total window = 6.3 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x43 gr/lb moist.diff. x 66 cfm = 1936 Btuh Procedure D - Equipment blzing Loads 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 Boldrtalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrjghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACC 1, E:1FilesIENGLE2002tSantaBarbara3006\SantaBarbara30011SantaBarbara3001.rsr Page 3 Ah Duct System Summary ZONE 2 • DEL AIR HEATING,AIR CONDITIONING,R Job: SANTA BARBARA (II 8 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 0.774 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) Think BDRM2 h 3442 178 158 0.889 7 Ox 0 VIFx 27.0 0.0 2 UP-FOY c 1599 82 92 1.091 5 Ox 0 VIFx 22.0 0.0 2 BDRM4 h 3288 170 151 0.923 7 Ox 0 VIFx 26.0 0.0 MSTR.BTH h 3901 202 191 0.774 8 Ox 0 VIFx 31.0 0.0 1 MSTR.BR c 4191 215 240 1.091 8 Ox 0 VIFx 22.0 0.0 1 BATH2 c 687 34 39 0.923 4 Ox 0 VIFx 26.0 0.0 2 BDRM3 c 2269 120 130 0.800 6 Ox 0 VIFx 30.0 0.0 2 - - - - - Supply Trunk -Detail -Table --- --- Think Vnghtsoft Right -Suite ResidenGel S.5.17 RSR26014 2008-Feb-21 08:38:36 �CA E:1FileS1ENGLE2002\SantsBarbara3OOMSantaBarbara3001\SantaBarbara3001.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 HEPfEkHlbg CC©isfig External ftttcuEs: 0.30 in H2O 0.30 in H2O Pressure Ins: 0.06 in H2O 0.06 in H2O Available Rkadicftemium: 0.24 in H2O 0.24 in H2O Sdpop/Rebazn available pressure 0.12 / 0.12 in H2O 0.12 / 0.12 in H2O Actwat (Eton rate 0.774 in/100ft 0.774 in/100ft Actual air flow 1000 Cfm 1000 Cfm Total Effective IIEeq#tgT814): 31 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM MSTR.BTH - 190. 1 1 849. MSTR.BR - 239. BDRM2 418. — UP-FOY _91. BATH2 —39. BDRM3 BDRM4 —150. — < —NO TRUNK RETURN TRUNKS AND BRANCHES ,� wreghtsoft Right -Suite Residential 5.5.17 RSR26014 2006•Feb-21 08:38:36 A�_'CA E:1Files\ENGLE2002\SantaBarbara3006\SantaBarbara3001\SantaBarbara3001.rsr Page 2 RIGHT-J WORKSHEET 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 1 MANUAL J: 7th Ed. Name of roan ZONE 2 BDRM2 UP-FOY BDRKM 2 Length of exposed wall 167.0 ft 32.0 ft 7.0 It 27.0 ft 3 Room dimensions 18.0 x 13.0 ft 7.0 x 18.0 ft 12.0 x 18.0 ft 4 CeIngs Condit Option 8.1 ft heat/cool d n 8.1 ft heatimol 8.1 It heaVcool 8.1 It heaVcool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) ENURE NO. HtgI Clg (W) m9 I Clg W) Htg Clg W) Htg I Cg (ft2) Htg Clg 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 1354 259 57 "" 219 partitions d 0.0 0.0 0 0 "" 0 "' 0. 0 e 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 Heating b 8C C 90 37.0 38.7 " " 0 108 0 4182 "" 0 36 0 1394 0 0 0 0 "" 0 36 0 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 o 7 Wndows and North 22.3 89 1975 16 "" 330 13 370 11 330 glass doors Cooling NEMW ENV 0.0 58.7 0 117 "" "" 0 6836 0 20 "" "" 0 1077 0 7 "' 0 647 0 0 1077 SEISW 0.0 0 ~~ 0 0 ~~ 0 0 -'- "" 0 10. "" 0 0 South 0.0 0 0 0 0 0 0 '-�' 0 0 " 0 Horz 0.0 0 0 0 0 8 Odw doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.9 1 12.7 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 0 exposed wdns and b 13C c 12C 3.2 2.9 1.2 1.9 0 1149 0 3309 0 2234 0 m 0 642 434 37 107 72 1m 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 CerTngs 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 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 f 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 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 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 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 floors) f 0.0 0.0 0 0 0 0 0 0 121 Infiltration a 1 19.7 6.3 205 4043 1300 36 710 2M 20 394 IZ7 m 710 22B 13 Subtotal loss=6+8.+11+12 16831 - 2993 1373 .�. 2859 0 ... Less external heating - - 0 ». �" .. 0 .. ... 0 0 0 .. . Less transfer 0 0 "" , ,, 0 14 Heating redistribution Duct loss 151/ 0 2525 "" 150/ 0 449 15% 0 206 .. 15°/ 429 .. . 15 Total loss = 13+14 "" 19356 - 3442 "" "" 1579 ... 32BB 16 Int gains: People @ 300 2 - 6DD 0 "" 0 0 0 "" 0 0 0 0 "" 0 0 17 Appl. @ 1200 Subtot RSH gain=7+8_+12+16 0 "" 0 15191 0 0 2394 1391 ,,,, 2291 Less external cooling 0 .. .� ,,,. 0 .�. .... ... .... 0 0 .... .... .... 0 Less transfer .� �„ 0 ... .. 0 .... 0 ,,,, ... 0 18 Coding redistribution Duct gain 159/ - 0 2279 15°/ "" 0 359 15% . - 209 15°/ ... 344 19 Totai RSH gain=(17+to)*PLF 1.00 17470 1.(10 "" "" 2753 1.00 " " 821 1599 921 1.00 1701 2535 151 20 Air required 0m) 1000 1000 178 158 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. W r�ght50 C Right -Suite ResidenGal5.5.17 RSR26014 200GFeb-21 0Page 5 ,It& E:\Files\ENGLE2002\SantaBarbara30061SantaBarbara3001\SantaBarbara3001.rsr Page 5 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 327466206 Phone: (407) 831.2665 MANUAL J: 7th Ed. 1 Name of room MSTRBTH MSTR.BR BATH2 BDRM3 2 Length of exposed wall 47.0 ft 18.0 ft 6.0 ft 30.0 ft 3 Room dimensions 12.0 x 24.0 ft 18.0 x 20.0 ft 6.0 x 18.0 ft 13.0 x 18.0 ft 4 Ceilngs Condit. Option 8.1 ft heaU000l 8.1 ft heaUcool 8.1 ft I heaV0001 8.1 ft heaU000l TYPE OF CST HTM Area Load (Btuh) Area Load (BtuhClg Area Load (BWhCg Area Load (Btuh) EXPOSURE I NO. Ht9 Clg (� rn9 C19 W) 9Htg ( ( 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 .." e 0.0 0.0 0 '.. "" 0 .'.' .". 0 '. . ' 0 IF 0.0 0.0 0 '... 0 ."' 0 .'. ... 0 ".. 6 Windows and a 1C 37.0 " 37 1368 14 517 "" 6 20 739 glass doors b 8C 37.0 " 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 e 0.0 0 0 0 0 "" 0 0 0 0 f 0.0 0 0 0 0 "" 0 0 "" 0 0 7 Wndows and North 22.3 21 - 42B 22 "" 516 0 "" 0 0 "" 0 glass doors NEM 0.0 0 - - 0 0 "" 0 0 6 "" 0 326 0 20 0 1088 Cooling EIW SEISW 58.7 0.0 16 0 870 0 m 0 "" 1750 0 0 "" 0 0 "" 0 South 0.0 0 "" 0 0 "" 0 0 "" 0 0 0 Horz 0.0 0 "" 0 0 "" 0 0 "" 0 0 "" 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.01 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 wags and c 12C 2.9 1.9 344 991 669 95 276 187 43 124 84 223 642 434 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 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 1.4 288 304 399 360 380 499 10B 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 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 0 0 0 0 0 0 0 (Note: room b 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 is displ. for slab d a 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 (hors) f 0.0 0.0 0 0 0 01 0 01 0 0 0 0 0 0 12 Infiltration a 19.7 6.3 37 730 235 50 986 317 6 118 38 20 394 127 13 Subtotalbss=6+8.+11+12 "" 3392 3612 578 2023 Less external heating "" 0 0 .�. 0 0 0 0 .� Less transfer 0 0 14 Heating redistnbutbn Duct loss ..^ 150/ 0 509 15% 0 542 "" ."" 150/ 0 87 ..'. "" .. is,/ 0 303 15 Total loss = 13+14 "" 3901 4154 "" "" 665 "" 2326 16 Int 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 cooling "" "" "" 0 "" "" "" 0 "" "" 0 0 ... 0 0 Less transfer "" 0 0 18 Coding redistribution Duct gain 15% "" - 0 435 �150/ 0 547 15% "" "'- 0 90 "" 19/ "" 0 296 19 ToW RSH gain=117+18)'PLF 1.00 "" 3336 1.00 4191 1.00 - 687 1.00 120 22111 ia"I 20 Air required (cfm) 202 191 215 240 34 39 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr-2C3Htsoft RightSuite Residential 5.5.17 RSR26014 2006Feb-21 08:39:02 '`��i, E:TilestENGLE2002tSantaBarbara30061SantaBarbara30011,SantaBarbara3001.rsr Page 6 RIGHT-J WINDOW DATA w1v 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 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 vvnghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb-21 08:39:02 ACCA E:1FilestENGLE20021SantaBarbara3006%SantaSaroara30011SantaBarbara3001.rsr Page 1 BDRM4 c n e c c n 0 d 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 MSTR.BTH a n n c c n 0 d 1 1 90 1.0 1.0 7.0 3.0 20.4 5.0 0.0 a n n c c n 0 d 1 1 90 1.0 1.0 4.0 4.0 20.4 16.0 0.0 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 4.0 54.4 16.0 0.0 MSTR.BR a n w c c n 0 n 1 1 90 1.0 5.0 1.0 7.0 87.4 14.0 6.3 c n w c c n 0 d 1 1 90 1.0 5.0 1.0 7.0 54.4 36.0 16.2 BATH2 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 3.0 54.4 6.0 0.0 BDRM3 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 20.0 0.0 wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006-Feb•21 08:39:02 ,C(GK E:TilestENGLE2002lSantaBarbara30061SantaBarbara30011SantaBarbara3001.rsr Page 2 w 3" bath di to roof c w/fan Nutone .3" bath duct 4" bath duct -to roof cap to rooF cap w/fan w/Fan-light A Nutone 696RNB Nutone 763RLN 155 '_ 12.6 I+cd © Y�c1iY n_a _ - Q 130 12 p� R4wx — ,. 90 9 I6 , a N 2.a 7' 9' 1 I4.9 I.td (� m MLc O to 6'.1 d gro Ila m F— i 12' 6® t 4 S • 0. Z O 7. zs)ls FORA ~~ sLG ` 30 rn W O I� (n O 11 160 Q _ 9 : t@ W Q N .�-1 1Z.6 l.cd 12.Eep 9•� ^ao IZ,6 I.cd Q 12. Can yes 1/123 PLEN �- plctraeorn by w� 'R�0. O r zs e.., .no.. ez.o. wn O fdBACi 1 We trcrn by bldr I'n 1 Q ,fig x m •'W Q� xole n/8''1'a' �I V) Q 9, SECOND FLOOR ELECTRICAL PLAN � � 1 =Om w < w CD GS`..� E.e• .. L9C'w J C7Z �O -t FIRST FLOOR ELECTRICAL PLAN W N CDF— rni _ Rating o } N w — o Z o _ a COF— m z iii 3 a O J 0 0 4 Cr Must have n mini— clearance oC 4 Inches around the nlr hbnd.er per the State Energy Code. Al( duct has an r 6 Insulntlon volue. CO � J (n O 0 Oakr'* g6TRO 30"'AR SHrges Sophisticated Design & Dimensional Performance The muted COI(11- bl(Ind-S, 1-111d SUbtle shadow: fewured in Oakridge PR h, - 0 30AR az shingles add dviiiii and dimension to.yonr home. Two asphalt With IOLI-,h Fiberglas. mat coreare.honfle( I lon-ellierand covered in colorful. (1111-ahlv sill -race "'rawlies. • Oakrid_e PRO :3n AR shingles carr.% a separate Algae R'esisiance Limiwil W.arrllltr • iO-ycar linliled warrallik", • Durable weathering Trade asphalt composition. I e 70 iipii Rind Vesistance Unifted Warranty:' helps ensure performance. • CI.Lq;z A UL Fire Rating - the industrys highest ratui,l Enhanced warrailry prorection-and extended period of non -prorated Tru PROtection" coverage of 10 years it with optional System Advatimie Limited Wearranty.* W&RIAUTT The Ai -chifectural Series Ah Owens, Coming Archhectural Seiles products are desigi ' ied and-engiffieered to help you create a distinctive, ..one of a kind" Style for your home's exterior. ,Product Specifications Nominal size 13Y." x 3BA" Exposure Shingleiiper square 66 -Bundles per square,! 3 Covercge per square 99.9 sq It Tested for Excellence All Owens Coming shingles ore heavily tested to meet or exceed applicable standards mcosuring fire coverage cnd wind resistcrtce. i Applicable Standards & Codes ASTM D 3462 ASTM D 228 ASTM E 108, Class A UL 7,90, Class A ASTM D 3161 UL 997 -ASTM D jO 18, Type I Florida Building Code . Plant Service Areas: Jessup (South), MD Packsonville, FL ktlanta,'GA See cctuci wCrrCntV.Ibr dqtc;'L�. !i'nivforls end requirements. 03/26/02 TLIE 15: 51 FAA 4U'136U13oZ rL'1%%lar%0AJ'" _ _- ,_-_ . --I- PANVEST GROUP LEI CHU ENTERPR[SE CO., LTD. N. TAIGHUNG B NGH * t i V WE 10 4 9 a Na. 9, Rd.10, Industrial Parr Taichung Chy, Talwan Tot:985.4-359.3508 Fax:886--359-3447 E.mal lelchtrt. Feb;wry 3, 1999 SUMCT: 1" to 3"x .120" Smooth or Ring Shank Electro-Galvanized Nail Wire Diameter..120 +/- .001" Length:.975" min., 3.016" max. head Diameter..275" min., 375" max. Thread Diameter: (ring shank) .132" min., .135" max. Ring/Inch: (ring shank) 25 min. to 29 max. Galvanization: Electro Galy. w/ 6-8 microns chromate The above mentioned nails made for Interchange Brand meet ASTM641-92 and are Class 1 galvanized_ I-tb 27 20e2 08:22 FR OWENS CORNING 2-A 419 248 7354 TO 913213481001 P.06/34 Pile'R2�ST" • Page 0A-1-1 •of I Issued: 6/15/2001 TEST RECORD NO. 1 WIND RESISTANCE TEST. The tests were conducted at 1 in. in six incline in accordance with the equipment and procedures as described in Protocol PA 107_ Throughout the test, observations were made to note the condition of the shingles. The test panels were constructed of nominal 1/4 in. thick plywood decking material and measured So in. wide by 66 in. long. Nominal 2 by 4 in. dimensional lumber provided the support and rigidity required for handling. The plywood was secured to the support lumber with'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 t IS°F) and in a manner recommended by the manufacturer. The panels were maintained at an incline of one vertical -inch for each six horizontal inches during application of the shingles. No adhesive other than the factory -applied adhesive was used to fasten down the tabs and no pressure was applied to the shingle tabs either during or after application. The panels were placed into a conditioning cell while maintaining the one in six incline at a temperature within the range of 135OF to 140°F for a continuous period of 16 h. After conditioning the panels were allowed to cool to room temperature again while maintaining a one'in six incline. Two tests were conducted, unless the first test yielded unsuccessful results. RESULTS At no time during the 2 h period of exposure did any test panel experience 1) the adhesive of the self-sealing shingle fail to restrain any full shingle from lifting nor 2) any free portion of a shingle lift so as to stand upright or bend back on itself. Report by: / Martin K Rowan Sr. Project Engineer MR/DM:Iib DMS Reviewed by: Douglas C Miller Engineering Group Leader TAMKO® KO.10 UL PRODUCT DATA Asphalt saturated Organic Felt TAMKO* 140..15 UL felt features a premium quality TAMKO organic felt (non -perforated) that is saturated with asphalt r ; Accepted for use as an undertayment felt to be applied over the deck prior to the installation of TAMKO asphalt shingles. Underwriters Laboratories Built -Up Type 15 Label vzjt`K ASTM D 226, Type 1 Roll Dimensions Coverage per roll =ra Laying Lines •All values stated as nominal 144' X 360 4 Squares 2', 8-11T, 11-1/4% 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. HOOFING PRODUCTS TAMKD*is a rapistmW bademm d TAMKD Roo(h ProdtuL, hro. Visit our Web Site at www.tamko.00m oerlaot Central District 220 west 4th St, Joplin, MO 64801 800-641-4691 Northeast District 45M Tamko Dr., Frederick, MD 21701 800368-2o55 Southeast District 2300 35th SL, Tuscaloosa, AL 35401 800-228-2656 Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Western District 5300 East 43rd Ave., Denver, CO 80216 800-530-8868 WATER-RESISTANT UNDERLAYMENTS Water resistant undedayment is a product that -consisu of organic felt impregnated with asph* saturant Some water-resistantundedayments, :s:b.c.h as texiainTeed's.Roofers'-select, also cont2in-a.fiber glass rein - 1arnment-whichinc eises tear strength and reduces vdnkUn& Water-resistant-underlayment.was origin* invented to keep the roof decking dry until shingles could Applying 2ppAed. 9. this ander- layment was originally called "drying -in.. the roof." It was also useful as a separation shed between the- roof '.s6a�a ..g-boards (befor6*OSB. indp�wood"ibeets'.were*used '2s'r*oof dec . kin . and I the asphalt shin- glen This was important .beczise`reisi­ pockets mii-,the-*pix"ie plain ts. caused tbe:asphalt.to.4egrade pi emaauvly unless 'the andedayxaeut separated the resin and asphalffi-6ta 00othcE.. Wafer resistant undetiaymexii-;Is.made to .ished ' most of the water that.f�,.oti it unless it -is -toru orpuzi6mre&'Its ability to be water. '- halt the resistant is -temporary As the sun degrades..the expots�d -asp dil. absorb' m2terb] begipto... b lose. its strength and' hah sp.. used tosaturate the ander- q m 'eat. sheiEiau R ihorite'T its life: Since asphalt th'e-71a.­0SreJpe[)LSjunderlayment,% ..A COmpon t e lower * will -have less asph2h and i-shorter life when exposed R szn::i:o priced shingle undedayment, for the same reason, is also b- when r to severe wrinkling en it gets met o even just damp. ...�eti.s usedunderasphalt shingles f6r.a variety of reason, such as - ain provi g: :Backup f '.v2ici'sh*eddingpr*tectio"ofthe deck if shingles fail 0 m-w1n1�x1v= 'r .The.lower. dii ilo'p'e' the more important, YP more easily under shingles on A protective.barrier 1o'the -'elements betweenthe time.the old shingles Have been torn.:off ..nd-prior-to the new.shingle being applied. Hb*Y*'.the itfiderl2yruent should not be.relied on as a temporary'ro6f. especi** sYstelAi' -when the drip edge flashing is not yet in place.- Os inliiefyi6wevent leaking.in the event of.... - heavy wind and r2ift.' • An agent to hide minor imperfections of the decldng material and reduce "picture framing" of deck; panels. • Fire ratings (Class A or C) when used in conjunction with shingles. INSTALLATION GUIDELINES-JOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the installation of water-resistant shingle und.edayment.. These guidelines can be used regardless of the weight of the undMilyluellL However, always be sure to consider the' local codes. -OVERNIGHT EXPOSURE If n0ded2yMent has been exposed overnight, moisture from dew should be allowed to completely dry before shingling over. .1f this does not happen, .the moisture. will become trapped beneath the shingles.'Orinkling cam a telegraph through-te shingle and make a good shingle job look terrible; The worse -part, is that.the job can look good when you leave in- the'eve'aixtg but the wrinkles can reappear the next morning when the'liorneownermill notice them. While we've disauised undedayment being exposed overnight, it is highly recommended that the roofing contractor only tear off what- he can shingle over that same day. This -prevents the most common. underlayment itistallation problems. -FASTENER TYPE:. Cataideed recommends using nails tatherthan:staples. Nails provide more resistance against underlayment tear,ouL It very iimportaat, whether hand nailing or using a pneumatic urnatic gun,­ffix the f=eners be driven flash. INSTAUATION METHOD.' " When applying un&rf2y&eat the k.ey is to ieep the product as. wrinkle five as possible. 1. unt-6B the underlayment parallel . with the eaves. The eaves edge of the undedzyment should go OVER the drip e4e.eaves Clashing, but go UNDER the drip edge fl2shing-along the rake. Figure 5-1: APP0T Water -Resistant Underlav"'ent Along The Eaves And Rake - 46 Cb4qbter5 The type of decking material used may influence the bolding power of the fasteners. Your experience may Here Are indicate that more fasteners are necessary in some situations. Some Tips... For steep roofpitcbes above 7.12 consider adding a third row of fasteners, making each row 9" apart instead of 12' apart. Dennis Torback from Fulton, KY tells us: "1 always use Plasti Top nails on felt, .it resists tearing underfoot and has held up during an unexpected storm with high winds.' 2. Around the perimeter of the underlayment, place the nails approximately 6 inches apart and about 1 inch in from the edge. In the main area of the underlayment, two rows of nails are used. The first is placed 12' up from the bottom edge and the second is.24' from that same edge (or in fact 12" from the upper edge). This nicely separates the 36" wide undedayment sheet into thirds. Nail along these two rows 12-15" apart. Nail placement should be alternated so that one row places the nail opposite the open area of the first, creating a sort of zigzag pattern. This will result in a simple pattern with all nails being approximately 12-15" apart. (See tips above.) o�Eac� 6 Figure 5-2 Standard Nailing Pattern For Water Resistant Und nigment 3. Succeeding courses should be unrolled in a similar manner over. lapping the .previous course_by-2'.-Be-careful-to-roll-it-ouEstraight-- as the underlayment will tend to slide down the pitch of the roof and end up crooked. The spacing of nails in this overlap area should be approximately 6" apart, centered in the 2' area (See tips below.) 4. If the length of the roll is not sufficient to complete the entire run, an end lap of 6" is required. We recommend two rows of nails 6" apart to hold the lapped edges in place. End laps should be located 6-8' from any other end lap that may be in the preceding underlayment course. WARNING When installing undedayment where hot vent stacks protrude (from wood burning stoves etc.), it is important to allow a minimum 2' clearance. Check fire codes. HIGH 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. Fast, the undedayment 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, --thrwrinldes-often-"pull`dowd 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 underlayment 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.Anstailers 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 prefer to do the deck in stages a Ivin 2-3 courses o underlayment then immediate applying Some Tips... p f g pp g f � p the shingles to that area. Using this method they can sometimes reduce the number of fasteners used but they must work carefully to be sure the underlavment remains flat. Michael Saunders from Bath, NY suggests, "When doing a tear -off the drip edge can he reused to hold the edges of your newly installed felt overnight. " v r_hto. ; 4, 05/03/A02 09:45 3213491001 COLLIS ROOFING INC PAGE 02 05/12/2002 14:49 14078948412 KAYCAN ORLANDO PAGE 04 YCAN TABLE 1607—".2 MINIMUM WEIU}{f MATERIAL. THICKMMEESS (in.) GAGE I (lb) Copper I utninum 0.024 Iainless Steel 23 alvanized Steel 0.0179 1coated 26 (zinc G90) Rine Alloy 0.027 L=d 7 1/1 Painted Tcsne 70 1507?.9.3 Drip edge. Drip edge shall bA- providzd at raves and gables of shingle roofs. and ovviappcd a minimum of 2 inches (5) mtn). Eave drip edges shall extend 1/4 inch (6.4 mm) below sheathing and extend back on the roof a minimum of 1 'inches (51 nm). Drio cdee shall be me:hanically fastened a maximum of l? inches (305 r-j-,n) on zet;ter. y .v.ruu aauuUtirt; I.UUC Vrinne Page 1 of 6 st C - gym,.... L __. � .....� � .-,n ... _^c•^. ��... � r._- fi.i.L,y.a•,w:a:".i_...�.....:..�,.�-� �,-'.:. b rtx;a^_pa..'.•.-.��!r';ti �_,��.LiP',�t r^'' S� ��. Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff B 0[[••>��•�oe� Product Approval iy USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL Application Type °r _ , Code Version 1F •:g u[NccooEs Application Status ar T osto ;r; oµ • m� Comments Arch ived :� c } r Product Manufacturer Address/Phone/Email ,g Authorized Signature " Est e Technical Representative r�•�:v=k...u.� Address/Phone/Email •pcA r . L Quality Assurance Representative rSER,cs��' Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) FL4668-R1 Revision 2004 Approved OFFICE Masonite International One North Dale Mabry Suite 950 Tampa, FL 33609 (615)441-4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Standard ASTM E1300 http://floridabuiIding.org/pr/pr app_dd.aspx?param=wGEVXQv tDgtAcG5vedS%2bbvQu... 3/28/2006 Equivalence of Product Standards Certified By Sections from the. Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved ASTM E1300 TAS 202 Section 2612 HVHZ PI Method 1 Option A 09/14/2005 10/16/2005 10/01/2005 10/19/2005 Eqt!��rcyy'Enysrems COF1`T"�Lt�pn}�ir�t--lFa/U��tlat"ron_�_�Ilati �}� ' I BERG LASS DOORS MPIWDMD Dm5 in77m1¢a m Uric mma mvri4e[ +Gm�ml m�cmwmn — `wneh Imm m: �tIR trff[Gtt ��'M�lfniprlll�-gym) of tK u°m"� wsvmi eman his Enrry Systems FIBEERCL..ASS DOORS - o00 0 0 000 0 tl-g N 0 N N N C< � I Id - - �I=I+I+I+i.•ILIT Ir �I�I=I=I�I� {I I I ` I II 0 0 0 0 0III 0 c a � vs �I.mol� .n u•s rI� �I� �I� vms l.n l.�nl� rluNslo u�i ,�I� `^ L OIbI� O o a o O 01J0'• a 0 pI OIN O a 0 b1N ��O ela N1� NIO �INIa�OI c' e b t0 m m m m p m aO m T rn m Chi O Obi m o m m m IDID m 0 0 b b m b T w X K X x. X ... x X Y.. x K X v � m L � C o •• + m x m x m x a0 Obi a� vml b x m m m o o �' �' � w tD �' C U � _ L w ea ^ o _ —Iololo1 lol lol I,o CD •lol o e I 4 Is g!cn, ( �! IV C3 _ 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 o Fizii _ i fiJ.' MPIUAWU10 m.aa wlnrnoA 6 Cris rs®. W—;O= aGmftft Ml--w - waa=4 from M. LUsmiti reedu 1tL-a�uu teeermi � : ,tS"i Z Send c:_-5 ,�eS�Data Review Certificate CeraScate=_026447C _ =S .22 ��:"v1C�S:`_ 1! .S.e'_1. _Kc) has �•�leu �� :u 1C:L=! iiaC �C uOC�:aeIl_LGr- '7L-llez, '^v �( _ �-e�iil0r="'e'iGr i S- S� .. �, SOlit..,. ..: �OGr "-OLuC-_5 GIl :C:_ --CG:::: _eS d'ca:ed beiOw t0 a�:�.=a.ir'` 'fie 3D7rODi:ak c- -- loaf' �T1L jaaSLa�: 1R,� s�ec:r.ec w `YL. - cde Cou==iorida P-OtOcoi =. 0 =,n-a c _ .._ _ was VNeCr :s ?JC3Olii� irS,'J?JOr 'Ji L^- dor _ - or..�ance ;::vlanuai for -;'� rOCUC; iine and _ _ _ --11 _ _ _ - G :i TrCac. ' 1 Ji _•'_ Je�O• CeI ri_S :fiai_- w-- c Per or_rnce snee s "COP' ,_J - _ - G3L-- mamnua1 s-oec:ed her na. l he a acned masonite;,PreL,G^r i r')P :c IaL eS �uulQuely Il'nDZred Dv prOGilCt -modeli provides COS=_ia:1GL• `c—_: era for each _ -cduc: -zOdel reviewed indic-�� Q t:ae -ems: iaL', : ePar-- _-��'_'�c: S�.e aIId ';3ilali •r',: 011 'r:0ivaLiOIl azc M Iles for desip icad and anp.licac!ii =ISSae �'aC::es�.."-_'! �c�.r�iiC'_u!? COP's and �-:-,CeS -.TI S` - - - G: _ .�- D2� _ YvauOC: -- —a�� Enterazv End' Doors �7)CUC: _'v_,De_s: ood-E-dze Steel Door CY1atrix=3026447C-001 .Letal-E dQ_e Steel Door (ylatrig=�0_644-r-002_)? Fiberziass Door -Y13rri-I -30,76,1 ;L_aj0 ,ia: no �i,2— a: e�Qo ow! ?, :he :eSu cona:1Gz_ Via, Ra° !n-^_Qe no az-,a z7 i :o ✓e� ' n 1 0 J ?i ZGIG _ /L? revLo 1/ conduc:ee: wQS Jnlv me iroM _)e leA W= ;or .:�:�T�: Vie- Drma�s; : =ux On.N ar, u..: ,:Di i7IC:3iaa2 1'i£LV J�_:; rT'.ZIlOR OT :VQIe' 7ene:. � pri rwuirr. - APR-16-2003 WED 03:49 PM TRIM PAK FAX N0, + P. 02/12 APf.16. 2003" PR;-MDOR DICKSON 61V1 446 7229 NO- 7919 P. i/11 Masonite International Corporation TIE CHNI C.A► L ADVISORY To: PD Wiute Date: April 16, 2003 C*-of Oviedo, Florida (407/977-027; 4071977-602S fax) From: Kenneth R. Imhoff CC: D. sund (407/957.6274 fax) ST. Reject MW%18V — Exurior Door Product= R. Barry (9131992.0914 tax) kimholi®ro& =ite.eom 615/441-4253 oMec 813/333-4171 mobile 6151446.77.29 fax Subject: Air & Water Performance Results on Exterior Door Units Subu tted for Permitting by Engle Homes. Reference-, Product Approval Sheet's COP-WL-MA0101-02; COP-WL-MA0121-02 Indepantiy 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 Code (FBC), Chapter 17 (Structural Tests & Inspections). This unit was been tested in ,accordance with Miami -Dade Building Code Compliance Office (BCCO) protocol TA202 performance guidclinos. PA202 procedures include water penetration in --accordance vtrith ASTM E331 -Standard Tent Method for Water Penetration of Exterior Windows, Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure DWerence & air infiltration in accordance with ASIM E283 - Standard Test Method for -Determining the Rate of Air Lealmge Through Exterior Windows, Curtain Walls, and Doors Under Spec f ed Pressure Differences Across the Specimen. Masonite certified test report noted on page 2 of the COP sheet (NCTL-210-1973-1,2,3 / copy enclosed) confirms that this unit achieved no water penetration at 8.25 pounds per square foot (psf) for door units designed to swing out Door units designed to swing in achieved no water penetration at 2.86 psf. The test report also confirms that this unit achieved an air infiltration rate of 0.03 cubic feet per minute per square foot of crack (cfm/ft2) for door units designed to swing out. Door units designed to swing in achieved an air infiltration rate of 0.18 cfmffi'•. Thank you in advance for your further review of this information & let me know if you require additional infomation to resolve this subject. Respec ly Submirted, /L�rr3 Masonlie/Prerodor Exlerior Door Products - One Promdor Drive - Dickson, Tonaeseer 37055 ArTek, Castlegate. Celco, Colorado, Decor, DorFab, Entergy, Rvergree4, Johnson, Monterey, Oakoraft, FremvU, Rachman Univcrnal, Royal Mahogany Product&, Span -Rite, S9ocialty/Enylite, steelwood APR-16-2003 WED 03:50 PM TRIM PAK FAX NO. + P. 03/12 Aer.i6. 200; '0',WM PREMDO'r, DICKSON 610 446 7229 No.191B P• 2/11 Premdor Entry Systems -3- NCTI,210-1973-1,2,3 (S)(F) STRUCTURAL TES't RESULTS SnCMM NO. IS (OutrwinQ) PARASRAPH NO, TITLE OF T= 52.7 Air 1n61tration ' 1.57 psf (25 mph) 52.3 Uniform Static Air Procedure Design Loads (30 seeand durations) 76.0 psf exterior 76.0 psf interior 52.6 Water Resistwee (5.0 GPH/F 4) WTP - 8.25 psf 5.2.3 PARACRAPH NO, 5 2.7 5.2.3 5.2.6 5.2.3 PAR.49$IH NOS 5.2.7 5.2.3 5.2.6 Uniform Static Air Procedure Full Loads M EASURY-P ALLOWED 0.02 CFM/F-e 0.2.0 CFM/FTt Meets as stated Meets as stated No Entry No Entry 114.0 psf exterior 0.041" 0.144" 114.0 psf interior 0.124" 0.144" STRUCTURAL TEST RESUIM Sy%L7:XM1FN NO.2S (OutsWi TITLE OF TEST MEASURED ALLOWED Air Infiltration 1.57 psf (25 mpb) 0.03 CFM/Fla 020 CFM/F e Uniform Static Air Procedure Design Loads (30 second durations) 76.0 .psf cxterior Meets as stated 76.0 psf interior Merits as sued Water Resistance (5.0 GPFdFT ) %rl,p - 8.25 psf No Entry No Entry Uniform Static Air Procedure Full Loads 114.0 psf exterior 0.0511, 0.144" 114.0 psf interior 0.147" 0.144" STRTJ M RAL TEST RESULTS SPECIMEN NO. 3S flnswwinv) TIT E OF TEST MEASURED ALLOWED Air Infiltration 1.57 psf (25 mph) 0.12 CFM/F l" oao CFM/Fr' Uniform Static Air Procedure Design Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meets as stated Water Resistants (5.0 GPH/FN) WTP = 2.86 psf No Entry No Entry �.2.3 Uniform Static Air Procedure Full Loads 114.0 psf exterior 114.0 psf intcrior 0.143" 0.039" 0.144" D.144" rtuv-%c'�uue inu uo•oo rn min rrtn rMA NU. 4UIC51oL.54 t r, ULd /U 47 rT ry .M Proft."lonal Snpine-zrirs;; Services for Developers anti Builders of Residential-Housinfl �- SO P.O. Box 690,4 i ltuSvilie. FL3.2793 ' Phone (407) 289ZUS ' Fax %40T) 2119-SUS l'.1\'C:it;l rl{'I__Ln-rLf - OFrp�T1Ttt""i' Ar�f �pTANr � 3nt).100 Corporation 516 &mT Santa An:, Strezt 1.0. Buy •1250 �rtal,eiM, Cali(ott is 9290341250 17FSCJtI?'''JC1�; t"iF?r>ti"r hiodcl Desirn;t:iort: Y.NN iksel and T ttan Scrics (CT11ndric-al Lo.-ks) Ma-iimum Overzll Si= 2.1;15" 7az Bore with a.1" Cross Bore-( 2.5/8" or 2-3W Ba:lstt ) Gwicral desct•ipiiun: C�'lindric:►1 bored rp_ lock I 7c ,Icd 'cr,' !ttr:cric:tu Test L,bs of South Florida. '!'eat P..ProI-t n L_T% 0212.0;-96. 0212.0-1-96 signed and scaled by Wil :=, R l�ioltner, }'.F.. c ,t Test L ,%d Desi en Load -orc-riffs^ntr�• (i.S'I1v1 P-942 P�; PA.-202) passed passed 3_„1rgcii7tisc:lt IniaaG. p: r P� -20 i P ss; d p=e;3 (inlpac-lEd as inwmiing unit) g 1':z!>>yv :7:oa'tn0'I'ect 671 mul c,-_lec i trilcset Series pasitiv- 6:+.0 p C�5.0'psf FIM61VUe.LoadiagTa-t 671 total e,aes • _ I:wil;sM Series ncr3tive 96.0 psi 86.0 psf Fatt�lt:. LnaiinU 7cst 671, total cc,•dc-s i Tian Series posiiivc €6.0 psf 8£.0 Inr stictx :..oadinU Teat 671 total c alEm Tit:trt Cerirs nee: tine 96.0 r! 96.0 mf Jh i;tr T'f-sa e K31in�: Ki,ik;ct Series Pas.6pa positive 65.0 p;i' .(OUTSWING) Entry (requires•�?t:mwe bolt) Negative 65.0 psf D=a.'c�c�it Szrics T'assage rosititc E S.0 osf CJNSV;NG) � ntr�• (-'equires gt_sdage bolt) Negative 86.0 pd D:zdt�oL D: ct gn 1'; aware P sting: Titan Series - Pass ;e Positive fi6 0 psf f (Ou7SV�rING/ =•ntry (fe�tufes D3s:3dC boil) Ncgatiw_ 86.0 psc • I.�titSV1rING) I]_3dbolt -�'L. ;�tl►.tllL�y,Vt LA'ti'i.al.?1:;.'f'?Gig A?ti'D ANCrtU;ultiG: Set rever.� side this paRc _ Q t40.40116 1. h rc•: ed f,,r use ir, )matio:is adhrrino STAT OF PP � to the S.B.C.C.L, S.r.t7• .C., S� .b.C. 5rot�•ard Edition- and «'hc t.� �� �•,>s� - r::clt:ircmim!s re a;•te.rnuntd by ASC:>=. 7 Minimum i�esiga Lnsds for Buildings And Other Stnietures does not p-_ssur: ratinL: }istal2bo�c. 2. Th^ G-, adc Rating of a k l: is no: Nrti new io sWctu.---d perfonnance u r:1btes to HurricAnc / W;nd Cnd: COmpii' "` i, Mn', b:: used on doors (CSl:�io d- rji pressurs cz=l to or le:x roan tliorz- p1lou above. 4. Application for building iirnti.t shall � 3ccompaaied bt• a cor • of t is approval. nuu-cv'cuuc Inu uz)'co rn,I imin rrnn rMA nu, 4UID310LJ4 r, us/us INSTALLATION OFF LUCK SETS PER TESTING Acceptance P309400 HAR E KWIKSET SERIE� JAR PROmOED -\ NOTE TO BUILDING NSP=CTOR THESE KWIKSET AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PUPPOSES AND REFLECT T IESTED CONFIGUP,ATIONS. DETAILED -INSTALLATION INSTRUCTIONS ARE PACK,4GED WITH THE LOCK UNIT INDIVIDUALLY, TITAN' S11"PIES III,RGW�Rc ^ TNUME TURN ✓ 4 Pf?(NIGED � f / unCNIN� SCRiIv il� woo sc" 0ZA0 BOLT or Bx=Kl;ET Kvo S!.RCW JATCH DOLT W/ or 2 3/4' ©ACK7ET S'M11 f'LA1: THUMB TURN KEYED Yt. i �J CYV WDOC SCR—1 � DEAD BOLT ./ 2 3/1r a 2 3/4" STRIKE J B,a; KSE7 PLATE , ,/C �ScRew WOOD SCREW LATCH BOLT w/ 2 Vff' or 2 3/4. S i 9IKE J BACKSETI PLAT£ PER HANDLE SET A. MECHANISM TO BE HANDLE SET, LL�ER or KNOB. WECWNISU TO or HANDLE SET. L1+ER or KNOB. E-m-fee �' NOTE TO BUILDING INSPECT C M`CHANISMS WITHIN THE CLOT. ARE OPTIONAL TO THE PFIMAF MECHANISMS SHOWN. FOR EXAMPLE: A THUMB TURN DEAD- LOCK CAN HE SLIeSTITUTED WITH A KEYED MECHANISM WITHOL INVALIDATING THE SYST_M. Oxo Glazed Outswing Unit -��a� � FIBERGLASS DOORS APPROVED ARRANGEMENT: O O a r Test Data Review CerttllGte 13026447A: /30254476: /3D26447C and COP/rest Report Validation Matrix /3026447A-001, 002..OM: /30264476-001. got OM: 03026447C-Ml. 002. 003 provides addltloeai rm Infoation • miable from tha ITSA41t wedslte www.eusemkomm , me Masonite weoshe www nasontte.com) at the Masonhe technical cenlet. Noie: Units of other sizes are covered by this report as long as the paflels used do not exceed 37 x 6'8". 1. Single Door with 2 Sidelites Maximum unit size - 97 x 6,8' 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 lot a specific building demon and geographic loratlon Is determined by ASCE 7-national, state or local building codes spectly the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed —see W V 11 Itr 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: don 00 - 00 00 00 00 0o 100 Series 133, 12S Series 136 Series 622 Series 1/2 GLASS: 00 0o 00 00 00 00 105 Series too. 160 Series' 129 Series' 12 RA_ 23'R/L 24 R/L 107 Series' toll Series 304 Series Series' 'This glass kit may also be used In the foltowing.door style: Eyebrow S-pand with scroll. Oak aft AR—EIC W • a, u t• d lttwti••I� It•., PIBHROLASa ENTRY DOORS fsi•rdl.i.,u. Frrr Ot.n '�}'.�.'y'l•'^rI1 �alG/YI bot.... Ain 17.2002 n o.•t't, yr LJ Ou colRtnne 0100ram al oreaoa anon—m rmnt ".&,&bow now tM otoma a•tta tW 0 to =No minnow Moot.. OXO p�L av t l r r Glazed Outswing Unit � 1 �V FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: In 00 404 Series ao 410 Series f f � a e i 109 Series 114, 120. 122 152 Series 149 scents 300 Series Series APPROVED SIDELITE STYLES: 1, a , 0 129 Series 200 Series 12R, 12! . 23R, 23L 45O Series 1,52 Series 149 Series 109 Series 120.172 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-DADEBCCO PA202 COMPANY NAME crTY. 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). �Z ;Z/ aar /' State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Test Oats ReA m Cerdiiote 13026447A; 030254476;13026447C and COP/rest Report VaOdatlon Matrcl f=6447A- 001. 002, OM: n0264479-001. 002. 003: /3026411C-001. 002 003 provides additional Irdomuuon - iva0aob from 01e n5/YVIi weosoe (www.easamkmom), me Mamnile weosite (www rasaNte.wm) or too Masonita WOW= center. Oak aft w.•e. T. .,1 •DOORS AR 4 EK" 1115GROLASS eNTRY l T0n./A 6M k_c_ • L�• Aur 17, 70d2 OwCOmname OMWam of afodaal inoMam.m nutu .NdIc2hanS. anon a proaaO Masonite International Corporation 01-4 --ORO 1a wrq• -iinaa mica OXO, Unit �� OUTSWING UNIT WITH SINGLE DOOR & TWO SIDELITES (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT r , r BUTT HINGE (12 GAUGE, SIDE JAMB /\ GOOR PANEL TO BE ApOEDa DURING INSTALLATION SEE MNNIMOM INSTALLATION DETAIL. SIDE JAMBS ATTACHED BALX•TO-BACX MUST BE JOINED USING I' X t? LONG CW;=TED FASTENERS LOCATED 7 FROM FACN END MAXIMUM AND r O.C. MAXIMUM (STOP SIOfl OR Et0 X Z FEAT ' MEAD WOOD SCREWS LOCATED T' FROM EACH END MAXIMUM AND IZ O.0 MAXIMUM (ON CENTERLINE OF STOPF TYPICAL THRESHOLD & SIDE JAMB ATTACHMENT FINGEA•JO119M KILN ORY WOOD SIDE JAMB 11-114, X A-Bn 6 WITH I/T STOP HEIGHT MUNMUM) (� M X 1 •LA' HIGH PERFORMANCE LONG 4TMEAD BUMPER TT(RESHOLD WOOD SCREWS OR (4•yt6 X 7Ar STOP (3) r LONG X 1!r HEIGHT MINIMUM) CROWN WIRE STAPLES TYPICAL MULLION ATTACHMENT TYPICAL HEADER & SIDE JAMB ATTACHMENT XRN OM EAD0R Q FRAMF HEADER f 1•IN' I 1? STOP STOP Q 'MfM O J MEXiR YYIIARIY) I RNGEA- 09MO (]I Z LONG I RNGEN•JOIM1t0 IRJI DRY WOOD I?CROWN FRAME (T.Irr INA.Yr WUIESTAPLLS n•Ilr x A. ' WrTM I? STOP " ur STOP MDGNf MINIMUM) MINIMAL") ............................... (3) FOR 7'0' HEIGHT OR SMALLER { (a) FOR HEIGHTS `t' GREATER THAN 7'0' T _ - ... B TYPICAL THRESHOLD & MULLION ATTACHMENT HIGH ►ERFORMAIQ BUMPER rARESMOLD ' RMGEA•JO"m (.wir I nr STOP MEIGW A" DRY WOOD MINIMUM) MEIUDN (2•1lrX A•a? WITH t? STOP FNG171,01NTE0 XNR DRY WOOD SIDE JAMB 1.vv I A.snr TM I? STOP HEIGM YUNMAIY) SECTION A -A TYPICAL SIDE JAMB & SIDELITE PANEL aABEDDING ATTACHMENT IDOW OR EOWy FINGER.gIM}EO KRN ORr WOOD SLOE JAMB T? STOP MOGHT) SIDELITE PANEL A (al * J L- WOOD TRIM R-ATHEAO SnrI 1?MIN.) �TLCHED W000 SCREWS. LOCATE r FROM WRH 15 GAUGE PIN NABS EACH CORNER AND X YA• LONG LOCATE 1A' D.C. r FROM EACH OUTSIDE NOTE. USE A10 X 7 CORNER X 3•3Tr O.C. FOR ARILUOM SIOE FOR HORIZONTAL TRIM ATTACI-ENT A —D.C. FOR vERTICAL TRIM SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT SIDEUTE PANEL W—ock ww KW.W MINIMUM) I I I Illll�p HIGH PERFORIAAIACF FIX HEAD BUMFEA THRESHOLD Test Dui Review ClnIlie21e 03026447A: WOOD SCREWS. IAa•Ir1 7/r STOP LOCATE r FROM MEFGHT MINIMUM) 13026AA7B:13026447C and COP/Tem Pecan EACH CORNER Valuation Muni 002. 003: 1302 , 47C 003: /70264478401. 002. 003: /3026A17C-001, 002, NOTE USE AIO x r RAT HEAD WOW SCREWS FOR MEAGER ATTACHMENT O03 %o"Oes 1OO,DOnaJ inlormatlon • avaitiois Imm the ITSIWH we0sne (www.eOSemko.CYn). the MasOmte wILOStle (WWw'masonlle.COm) or the MZSOmte lecftncW center. P•••7 I,AIMHi.HH, Ire♦w��j� PR wit!✓/ /:.. JW017, 2002 D.. u -///IC' VC/C�E/(/C/� D. IL -v 11,w.. of weave Inw-g. ImAAAa ,INN]ft�L Masonite International Corporation 0--w AIM wcmct a." wmm ID M." aRNOH1 N BACK BEDDING (DOW 995 OR EQUAL) ' 1 I l l r I GLASS INSERT IN DOOR OR SIDELITE .PANEL HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 1JT. 3/4. OR 1' INSULATED GLASS. /6 X 1-1/2' PAN HEAD SCREWS LOCATED 13-lAr MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM 1 SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND DOOR 1 9115 DOOR 1 1!I p,0, 1/B•SINGLE 1 p���'-"q", 0� 1/8'SINGLE „o°a°0 a UPo pOU�I + PANE GLASS: p0U Y G-0U o O�Ot PANE GLASS: t?. 3/4OR 1 Q p0 0 O 0 Q I/r. 3/4' OR 1' 2.7/t6' pp�� 0 f— DOUBLE PANE. 2.i ? ��00✓ � 0 OQ��f_ DOUBLE PANE: ap00g0'Q "QO'd + TRIPLE PANE QOo�p�d� o TRIPLE PANE 0 C.0 INSULATED 0 CpaII� INSULATED GLASS GLASS ' 1/8' SINGLE PANE GLASS: 11Z. 3/4' OR 1' DOUBLE PANE: 3/4. OR 1' TRIPLE PANE INSULATED GLASS i DOOR 1.7n6' 'Glass inserts to be sub -listed by Intertek Testing Services/ETL Semko or approved validation service. 1/8' SINGLE PANE GLASS; 1/7, L4.OR 1' �— DOUBLE PANE. 3/4. OR V f TRIPLE PANE T INSULATED GLASS Test Data Review Cartlnale /3C2W47A: /3026u78: rW26447C and COPrtest Report validation Malmo .43026447A-Wi. 002. 001: /30264478-Mi. 002. 003; /1025447C•001. D02. 003 drovides additional information - availadle from the ITS/WH weosite (www.edsemko.toml, Ine murtfule �p weosite (www.masamlexam) or ore Masoeite tecrtraalor the camel. June 17. 2002 a- carnrwq wean. at PMOUQ .0_Mt - swwx e t a-ug.e1'oauad"M-b=tomarw anarfM- Masonite International Corporation OXO Unit NP• TYP. CL TYR If, lllt f SINGLE DOOR WITH 2 SIDELITES HT�P- ' t t 1 yP. 6'S" UNIT 8'0" UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYR t, Fastener 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" T „ W---e H"^w Test Data Review Certificate 13026447,E 130264478: 13026447C and COP/Test Regan Validation --/ Matrix 13026447A-007, 002. GM:130264478-001. 002. 003: 03D26447C-001. 002. 003 provides Additional information - available from me ITS/wm wedsite (www.edsemko.eomt, tee Masordte �a website (www.ntasoftite.cbml or me Masonite tectiniol center. Latching Hardware: • Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3244-, 3249, 3254" or 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 /8 and E10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NDS for southern Dine lumber with a side member thickness of 1-1/4' and achievement of minimum embedment. The 3/16" Taocon single shear design value; Come from the {TW and ELCQ Dade Country approvals respectively, each with minimum 1-1/4" embedment 3. Wood bucks by others, must be anchored property to transfer loads to the structure. 0 .� e.et".t.a.t.... June 17, 2002 ._ a ...,• ,.... bur=nM-`Q otoonm or maaacr woro.e, "roan wMecum Masonite international Corporation oe.gn a ores o Oeni water to V—g. snow notes X Glazed Outswing Unit APPROVED ARRANGEMENT. FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panel used does not exceed 3'0" x 6'8". Single Door Masimdm unit arm a 3.0' a 6'8' Design Pressure +55.0/-55.0 Lrmhed water uniess mecW mrosnold design is rued. I'llonmck 1 F7•. Test Data Review Certificate /3026447A: 130264470; #3026447C and COP/lest Reoon William Matra nM6447A- 001, 0M. 003; I30264478-OM, 002. 003:13026447C-M. 002 M3 provides addNmail information - avallaDk tram the RSMM we=de (www.etlaemko.6om), the Masonite wet>9te (w w.masordte.eom) or the Masonite technical center. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact ream= requirements for a specific budding design AM geagraphic location is determined by ASCE 7-rational, slate or local wilding codes specify the edition tepuirod. 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 00 100 Series 133.135 Series 136 Series 822 Serms 1/2 GLASS: 0 0 D o 00 00 00 00 0o 050 105 Series 106, 160 Series129 Series' 12 RlL. 23 R/L. 24 RR 107 Setter 10? S-T= 304 Seri Series' 'This puss kh may also De used m the following door style: Eyebrow 5-wei with scroll. Oak ft r�a.rtused FIe1i1tOLASS ENTRY DOORS AR 4 EK" r++.L—1 r� b_ Goys jum 17.2002 - Du.l,ss Dees Our cWw VoroonmmommamomKmcmnunwcncums.oespnanoWm Masonite International Corporation WWI auerm to MVW WWW note. X Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: EPI 00 404 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, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME • CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). �/ &Uf�5 State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 �It•1/ F7� Test Daa Review Cer f ite 13026447A I3026447B: /3025447C and COP/lest Report Validation Matrix /3026447A- 001. 002. 003; /30264470-Mi. 002, 003: tr3026447C-00t. 002. 003 provides additional irnonrraaon - avab* from one ITS/WH weosite (www.eftemkotom). the Masomte wettshe (www.masonne.eom) or the Maconne te=ital comer. Oak aft /ARK" m r� o.e. PrBERGLw SS ENTRY •UUURS re.:om..e has. Jura 17. 2002 Our mramuV croeam N omh,tt trnvrovvnerrr Wa wam.a,ms, eagn am nooun daft sugst to aarwe wow mtrs. X Unit OUTSWING UNITS WITH SINGLE DOOR TYPICAL HINGE ATTACHMENT 4' x 4' BUTT HINGE (12 GAUGE) SIDEJAMB ^�— OOR PANEL F" w1lm SEE MINIMUM INSTALLATION DETAIL TYPICAL THRESHOLD i3 SIDE JAMB ATTACHMENT TYPICAL HEADER & SIDE JAMB ATTACHMENT FINGER -JOINTED KILN DRY WOOD FRAME HEADER (1-114X 4-9/16' WITH 1/7 STOP HEIGHT MINIMUM) 131 FOR 7'0' HEIGHT OFt SMALLER (4) FOR HEIGHTS GREATER THAN 7'(' (3) 2' LONG X 117 CROWN WIRE STAPLES FINGER -JOINTED KILN DRY WOOD SDE JAMB (1-1/4- X 4-9/16- WITH V7 STOP HEIGHT MINIMUM) FINGER -JOINTED KILN DRY WOOD SIDE JAMB (t-1W X 4.9116' WITH 12' STOP HEIGHT MINIMUM) HIGH PERFORMANCE BUMPER THRESHOLD O (4-9/16' X 7/8' STOP HEIGHT MINIMUM) © test Data Review Certificate 13026447A;f3o26447B: /3026a47C and COP/Test Report Validation Matrix 03026a47A-M, (2) #8 X 1-3/4' LONG 0M. 003: 03026447E-Mi, 002. 003; f3026447C-001, 002. 003 FLAT HEAD WOOD SCREWS OR provides additional imorrnation - (3) 2' LONG X 12' CROWN WIRE STAPLES avaitaote from the rTSAWH weosne I www.n"mko.com), tie Masome weoshe Iwww.masonite.com) or the Maswile technical cemer. w ��e/I�•••lyj� s June 17.2002:.r'%✓^d.� Du Itr Dser �Ci our wm'Duna promm of v,.&c Im`°.n"°n'"'.a'rcmrsun, Masonite International Corporation ample ua orcaua own luxxm m mum carom notce. BACK BEDDING (DOW 995 OR EQUAL) 1.onr 1.1 rr tl tllr 1 GLASS INSERT IN DOOR OR SIDELITE PANEL SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND iB'SINGLE PANE GLASS; 12', 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; 3/4.OR 1' TRIPLE PANE INSULATED GLASS HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL LIP LITE SURROUND FOR 1B' SINGLE PANE GLASS 1/7, 3/4' OR V INSULATED GLASS. /6 X 1-12' PAN HEAD SCREWS LOCATED 13-1/e' MAXIMUM FROM CORNERS AND 14-3/4' O.C. MAXIMUM LWIFI r nnnR 1-7119' 'Glass inserts to be sub-li^ted by latertek Testing Servicesic7L Semko or approved validation service. 1B' SINGLE PANE GLASS; 12', 3/4' OR 1' _ DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS 1B' SINGLEAS PANE GLASS; 117. 3/4' OR 1' f- DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS YMarneri 4h-rr lest Dna Review Cert =e /3026447A: I3026447B; /3026447C and COPnest Report Va60ation Matrix $3026447A-001. D02. 003: /302644713-001. 002. 002: /3026447C-001. 002. 003 provides ad tonal irdomration - available from the rISIWH wettsne Iwww.et semko.mm), the Ma nmr. LHEI—me website (www.ma$MVMJrom) or me Masorme temmeal ceroef. t.cw..ar r.e June 17. ZD02 e p sonano w=ow—io0umY0p1Wwar mnu. 1p1°• Masonite International Corporation eaon �ro °repro orue auI°e ro arvipr wenan noorc. x Unit SINGLE DOOR r UNIT 81r UNIT -15M 6' 17-1 /8' MAXIMUM ON CEN i tR TYP. • 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 unft plus 12" • Height of door unit plus 1/4" lAtrrsrtoeJe �—' Test D= Review Certificate I3026447k OMR47e: /3D26447C and COP/rest Repon Validation Matttx /3026447A-0Ol. 002. 003: /3026447e-001, Oo2. 003: #=6447C-001. 002. 003 provides addlborW irdonnawn . available from the rTSMIH websbe (www.e0sernko.conr), the Masonne �® website (www rnasonh xorn) or the Mawnite tachrkW center. Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. UNITS COVERED BY COP DOCUMENT 3146, 3166, 3241', 3246, 3261 • or 3266 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. 'Based on required Design Pressure — see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include #8 and E10 wood screws, or 3116" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NDS for southern pine lumber with a side member thickness of 1-114" and achievement of minimum embedment The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. kaluJ"•ly Ir•m June 17, 2002 R u,,.r,,. oee,: Our canunuuq Grogram a sm= lnmrovnmem costa saecnaWm. MaiOnite International Corporation oesgn M Du omn suNto m eanae wfnan ngrtc. W EATh ERMASTER BuildiMy Pooducrs, Inc. Office 407-324-2080 fax 407-324-0503 df LABEL DRAWING # OR TYPE USED WITH PRODUCT tl 1 Legend of contents 2 GA 1 Installation 1450 Flange SH 1450/1550 3 GA 2 Installation 1450 Flange PW 1450 4 GA 3 Installation 1100 Fin SH 1100/1900/1970 5 IGA 3/A Cont. 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 GA 8/A I Installation 1980 Fin 3 Lite Slider 1980/1990 13 GA 9 GEN 0024 Block Inst. SLIDING GLASS DOOR 420/430/"0 14 GA 10 GEN 0028 Wood Inst. SLIDING GLASS DOOR 420/430/"0 16 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 IGA12 Mull Bar Load Chart 1x4 Fig. Hz. SH 1445 18 GA 12 A Mull Bar Load Chart 1 x4 Fin Vert. SH 1445 19 GA 13 Mull Bar Load Chart 1x4 Fig. Vert. SH 1445 20 GA 14 Mull Bar Load Chart 1x4 Fig. Vert. PW 1445 21 GA 14 A Mull Bar Load Chart 1x4 Fin Vert. PW 1445 22 GA 15 Mull Clip 1x4 (>ej Fin Vert. Mull Clip 1445 23 IGA18 lMull Clip GEN 0453 Fin HZ Mull Clip 1447 24 GA 19 Mull Bar Load Chart 1x4 wAip Fin HZ SH 1447 25' GA 20 Mull Clip GEN 0457 Fin Vert. Mull Clip 1448 26 GA 21 Mull Bar Load Chart 1x2.5 Fin Vert. SH 1448 27 GA 22 Mull Bar Load Chart 1 x2.5 Fin Vert. PW 1448 28 GA 23 Mull Bar Load Chart 1x2.5 Fig. Vert. SH 1442 29 IGA 24 Mull Bar Load Chart 1x2.5 FI . Vert. PW 1442 30 GA 25 Mull Clip GEN 0454 Fig. Vert. Mull Clip 1442 31 GA 26 Mull Clip GEN 0459 FIg. Vert. Sill Clip 1442 32 GA 28 Mull Clip GEN 0456 Fig. HZ Mull Clip 1445 33 GA 29 IMull Clip GEN 0452 (>61 Fig. Vert. Mull Clip 1445 34 GA 30 Installation FEB. HEB. IFIg. SH 1450/1550/1570 FE+HE 1450/1550/1570 35 IGA 31 lInstallation FEB. HEB. IFIN SH 1100/1900/1970 FE+HE 111001190011970 —4 ►-1/6 , I II 11 I I , 3/4 i 14mim slim 14WS40 50 Planea/vortloal w2 Flag./Wertloal 1"6 Norge window ;,,be n.ill Inr (lul�r wi••dup :.::)c -%-•I lo: vftfl:c01 S:'..:Ctt r01 OP06cel rnx -g;rJCtufC% 0o0i.ct•u1 of mi IIur,Sn windows. of oll Henr3r. w';ncow:. CidtS I/8 trl ()ac ,.nq. Act.,-; /y ;o QjL 64 t vA , In Rldllwtroolyt Lt�T F'r MTCITr 1PNVV ,! mm�r,•.0 ::1•uclu•c c�p�'wt[fns lurrc g1[:,'ry:: x 'e• n:;- *;• d AdU:, to :Vm;nr, rl I m� ,rit J LIMWtIr md llerTube IWW1 Or McAsen41 AN t V.rTr..ube n+ b.alld I449 OFFICE I �_.an1J u.alw w u�vlsr dw+. Wit:: j"•=�C :./ Cr r,V � II.I^. I 1 } IMft/r lr� 71mvy- W&VbW Irr • ri ,•,.r.. �..., r —,It 1... IJ.l:1 WJ cut ^•C. lyn.;r .cc:: ISM- Hn Arm, t 1/A' :n 02e. %. 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.org under their product approval section. FL 5171 Single Hung Windows FL 5170 Sliding Glass Doors FL 5169 Fixed Picture Windows FL 5168 Horizontal Sliders SW AS REO'O (SEES NOTES) ONE BY vow BY OTHERAIAX ANCHORsm K BETWEEN WONDl)WNYASO /-T.:ALLATION BET1mm1CAU Oil ETRIO FLANGE a WOOD BUCK m_-siffma PERIMETER CAULK BY OTHER fAA , 1 1/{- MN. EXTERIOR _u, 6mbi !!a PERIMETER BY on" PRE CAST SOL BY OTHERS 'CAUL( BETWEEN WINDOW FLAMM A Poll CAST ml WITH VUUKw 110 AO/E9VE CAUlIX OR SECTION 1 '"°ROVED EQUAL BUCK WIDTH ILAMM TYPE WINDOW /RAPE AAMB ONE BY wool) BUCK BY OTHER ❑A PET7WITR G1AX� II I a BY OTHERS • WIfIDO'W WIDTH EXTERIOR CAULK BETWEEN WINDOW iINNGi WOOD BILK SECTION 2 GENERAL NOTES; 1) 914 AS REOY). AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX ALLOWABLE SHY STALE TO BE 1 4- T) WINDOW FRA1fE MATERIAL_*ALY ALLAY SM 3 CAUIX B9HND NLNDOW FLANDE AT HEAD AND JAWSSU MUST BE ATTACHED TO THE SUBSTRATE NTH VULXEM 116 ADHESIVE CAULX OR APPROVED EQUAL A) APPLICATION OF YULM 110 ADHESIVE CAULK AT FRAME SILL MUST OOMPLY WITH SEALANT MANUFACTERER'S RECOMMOIDATION S) CAW( FOR PERWIEIER SEAL MOUND D(MIOR OF WINDOW FLANGE B) GLASS THICKNESS MAY VARY PER THE REQUIE.MENTS OF' ASTM E1300 CLASS CHART SINGLE CLASS IS 10M. DISULATING GLASS IS ALSO QUALIFIED. —S M AS REOD. (SEE NOTES) INSTALLATION ANCHOR CAWf BETWEEN WOW Elm a WAS "Y OPENING BY OTHERS E K 2 G G.A.1 SSE AP D J CALL WHNDOW MASS DESIGN MASS DESIGN TAPCCN now LOcAr W SZE SIZE (INCHES)SSUIi PARE LOCATIONS CAPACITY M PSF CAPACTY N PS7 11 I/1 .1• -m -0 -m -no AC r.Olu 11 13 I1 1/1 . ! 3/1 -T7 -T7 -1U -iU AC ►Am 14 to 1/0 . m e/0 -m -m -iN -IN A. i:� IN♦ 11 1/1 ■ N e/r -0 AC Ia.e a 1n ■ m e/0 _0 -13iei -147 I.W.0 ,. /e 1/0 U -u -u -IJU -133 AC AXF.m ,o to I/e . , -40 -q -11/ -116 AC 0.Gr.CNI 17 t0 1 . N - - -IN -104 AC 011A1U IIQ 7e 1/3 ■ 31 -47 -17 -ti -In AC r,Olu i+ 1/A ■ 31 3A _m -m -1m -Im Ac FAIu :,a INN s 1/2 ■ 0e SA -Q -17 -101 -IN AC FAM ot■. s 1"'. N 0A -N -■■ -tm -Im AC I.ORI Owa s 1/2 . m 0/6 -43 -u -Im -tm AO F.etO Ilse 10 Ih . U -40-40-*1 -01 Ac ►Atu on a 1/7 . n -40-40 -70 -71 AD rluLt a 1 -e0 �o A. rAM 301a m 1/2 . 3e -00 -m -113 -113 AC ►.wu 300 301/3 .313/0 -07 -47 -r -M AC TAXI 30.4 3w 112 • m 1/e -n -�1 _70 , Ae r.alu 30.K4 30 1/1 . N 0A -q -40 -77 -TT AC F.ONI 30.Ne 30 1/3 . WI 0/0 -/0 -40 -71 -Tt AC FAIU 30.6 30 1/r . lu -u -40 -Is -» AC r.cUU ]wr s ,/3 ■ To -q q -n -n AC rANI A. FAM 14 37 X „ -m -01 -0 -m Ae ►.OIU 23 37 ■ a 3/11-40-40-u -a Aw FA Iu SI 37 X m 0/1 -q -q -11 -e7 AC rAM S.P■ A K N e/0 -q -40-m -m Am F. SH3 37 . m eh -q -40 -m -m A.0 F.0/1I to 37 K u -q -q -U _I AC F.cm O 37 X n -q -q -03 -e3 AC F.OIu -O -m 1 Ae F.07u 430 43 al -p -.0 -N -40 AC FAAIt ■m /S X . 3N -O -40-40-/0 AC FANI 42M u X 00 0/0 -q -NO -41 -11 AC ►AEU 4341 UI K eN 0/1 -40 -40_. -q AC rn1U ASMC O K 30 e/0 -q -q -q -40 AC ►.O/U 6793 li K U -40-40-40-q AC F.tLNI q73 1.X 77 --40 40 -40 AC ►,6111 It N -40 -0 -40 -40 AO F.OW uI! 4 K M -N -40- - AC I .O111 .as u X 30 3/e -40 -40 - - At: F.4N1 400 u K OD 0/0 _40-q - - AC F.wu uNo 40 K IN0/1 -40 'q AC ■N.3 Nom eA -40-40 - - AC FLOW 4003 Y K U -q -40 - - AC F.QIu qfl AC ►ANl n U 1/1.1e -Al) -Ee - - A.0 r.WU s3 0 ,A ■ s e/e -q -q - - Ae r.0111 3N C 1/1 ■ eD 1/1 -O -40 - - Ao ►:0.mtll 3H1 O31/1 . N 0/4 -q -q - - AC 344e e3 IA K Be e/1 -40 -40 - - AC r.wu 30 U 1/11 X 93 -q -40 - - AC IANI i U -q AC f,QNI Note ,00 A1Kh( A4 r00<Xx or I= po 011NCMAL ODOI lull: /1M M WjW Wx IM 110 AlIWx OF 1 W4 AM CWM Q F0101 POI01eICTI 10701D ■I O t1E MUM I�TATM FLIT ■n Al KA T M tg OF lic m l7�MRLS PD4TIx IX01O1 Lowe WILLS LMTW m qA par CIA m t a "To MIT Pplolu OR 0 SWAR&A10■ RANM A0I11 0I0001 w UUMN IN t■ASOMY "MC! tM A/le MA. I CNN\E TAPROI AMDIa OF alfICIDIT IDIOM 10 FROM ULI-1/4 n§UMff WX XlFfeATE .• I I1 AT UICADDO LOIN OR OU1111. *16L/ toit Dmim I'm fay 10TAFODI LMAIIDISlI cozy MOO/ on■ MI1/rD ofAIIDIDI 04VfIli ANm al DIAW1i11' IDiTD=1 M 1llfal 0a B BeMTA147[ OmDI R/R Mo.Of3( i(ELEVATION 1"A AOo:,e PM - arm ll7` VIEWED FROM EXTERIOR : No. 1TT71 m S %IELTNG IX�P E. `'t��•p�^_M Pl. OM FOWU LAC IAM p tan M l � r • Oi E � • /l r EfO.OAle a pl i O STATE OF `" OAlA% TIOM 75743 ASSOMY DRAWING OR 10�'.. V? r. D■)>o-wwe r. e■ 7 XDm 14M/,em/IPre Omar mm manor rrrrl SIG is _ ARlo"M F N/A NAL rrr4ll����.•���`` IS/00/0] B RMALAT10N 1430 CHE BY HOOD BUCK BY OTHER INSTALL TICH ANOIOR. BUCK WIDTH — ONE _ I ONE BY WOOD ow BUK A BETWEEN BUCK BY OTHER MASONRY OPENING SHIM AS REQ'D BY O11iR3 (SEE NOTES) CAULK FLANGE TYPE FLANGE MBiATwo l BUCK �4 1 1 4• MN. duo FRAME p 4 V \ t GLAZIHG (TYP. w PERIMETER CAULK By / SEE NOTES) PERUErM CAULK a BY OTHERS J// ,ODIEN NE1�i) rR 9AM AS REOb MHOOW IMOm (SEE NOTES) EXTERIOR EXTERIOR lomw FLANGECAULK —� BUCK TARN HEIGHT SECTION 2 i��W 7TyyvPEE QrDA ►A I WINDOW —A WIDTH. PERIMETER CA BY OTHER ,. I C D a�MARBQ. SILL STOOL d BY OTHERS PRE CAST SILL . BY OTHERS .. CAULK BETWEEN WINOOw FLANGE A PRE CAST SILL WITH VULO]I 118 ADHESIVE CAL" OR SECTION 1 AMROVl77 EQUAL RZLRAL NOTES 1) SHIM AS REOT). AT EACH INSTALLATION ANCHOR NTH LOAD FEARING SINS. MAX ALLOWABLE SaM STALL TO RE 1/4•. 2) MHGON FRAME MATERIAL A LOY BOB& ]) CAULK 904 NO WINDOW FLAMM AT HEAD NO JAMBl. SLL MUST BE ATT.ACIED TO THE SUBSTRATE NTH VALKEM 110 ADHESIVE CAULK OR APPROVED EQUAL. 4) MPMI� TION1E F VULMDOM110 ADHESIVE CAULK AT FRAME SILL MUST COMPLY NTH SEALANT DATIO S) CAULK PERIMETER SEAL ARQBO V"ERSOR OF NHDOW FLANGE. 0) CLASS THICKNESS MAY VARY PER THE REQUIRE E14TS Cr Amu E1300 0-40 CHART. 7) THE ABOVE ARE POSITIVE • NEGATIVE STRI TURAL DIM LOAD FROM-COMPAFTATVE ANALY93 R HAVE NOT BEEN CAPPED BY POM10 OF IIATIR PERFORMANCE 1E4KN , WHERE THE WATER REMSTANCE TEST REGUNE1NTINT OF 15 s OF DESIGN LOAD APPLE, P091M DESIGN LOAD APPLIM POS11TIVE DESIGN LOADS WILL K LIMITED TO 40.0 PSF DUE TO WATER TEST PIESSILrz OF I.0 PS►. ACHIEVED N TEST. B) INSTALLATION Or nANGE FRAME WINDOW N CONCWSE OR MASONRY CPEHNO USE S/Ir 01A TAPOOI AN04M Or SUFFICIENT LENGTH TO PROVIDE 1N6 1 1/4• EMBEDMENT INTO SUBSTRATE AT LOCATIONS YOM ON CHART. 0)) SEE ELEVATION FOR HEY TO TAPOON LOCATION& 10) IF EXACT =AM 15 NOT tMW N ANC1p�1 CHART. USE ANCHOR QUANTITY LIVED WITH NEXT THE SIZE FOR TAPPROPRIArz OE9ON PRESSURE REM G.A. 2 1 WNDOW CUSS DESIGN - DESIGN TAPCON ANCHOR LOCATION I I//4' MIN. PRESSURE PI�SIIRE LOCAl10N5 pITIEDMENT 517E (INCIHES) INSTALLATION ANCHOR CAUL( BETWEEN WOW BULL A MASONRY OPENING BY DRIERS p I E 2 cin HHo H / F G 1 -..a— ELEVATION VIEWED FROM EXTERIOR .•"""11121 SEF ( 47N No.42371 0 STATE OF ? iA 'n • :!I O R ID�• 4 IrrN ; ,10 N, L ` GPAOIY N P3 CAPACIY N Pg MAD 12 2 is 121 -127 In -1n AB f,alU C 1 11 r -r lr -1 O U L0.HI 17 2 70 74 -74 I00 -f40 AB 12 2 >• ON -a IN -IN A• �01.1 11 li XI r 11 -41 IN -I.n AB /.aW 12 1 r 07 _17 _ _ A4 r.aNl 1 .t n 00 -r AB FANS Is 2 L la -,a Is*-1r AC r.QHJ Is X 24 IB -r 1.-170 AC F.0.Nl Is x 20 a -00 122 -IU AC F.611J Is 1 31 41 -41 Its Its AC F.OIu Is 2 48 40 -40 1a -IN AC F,4NJ Is :1 s0 40 -40 - - AC FAW Is .4 77 40 _40 - - AC F.alu 24 1Is r -as 130 -120 AC I,gNl to 1 24 00 -52 INS -Im AC 14124 44 -44 is -la AC r.OW 24124 40 -40 ITT -a7 AC r•alU 24 1 Y 40 -40 a -0 AC r,O/u 24 1 r 40 -40 - - AC r.OJu 241 72 1 40 -40 1 - I - A< I HAW 32110 p "7 130 -120 AC /.SUU a 0 24 41 -u No -r Ac r."i 9 1 20 40 -40 N -01 AC I,alu a 1 s 40 -4o r -# A.0 F•0.W a [ Y 40 -4o N -m AO F.wu 32 1 s0 40 -40 - - AC F.alu n 1 72 40 -40 - - AO rAW a 110 41 -41 110 -114 AC raN.1 s 4 24 40 -40 07 -67 AC F.wu a 1 00 40 -40 n -73 AC Cam a 1 y 40 -40 40 -Y AC ►.4H7 J4 ■ 00 40 -40 - - AC F.0/u A 1 72 40 -40 AC rAW 44111 40 -40 IN -ta Ac r.alu M t 24 40 -40 r -r AC r.alu 4B 1 20 40 -40 02 -92 AC r,alU A. F. 40 1 w 40 -40 40 -a ►.atu 48 4 4p 40 -40 - - AC HAW 4 ■ 72 40 -40 - - AC F.411u s011s 40 -40 Ta -104 AC ►.O W IS,1 14 40 -40 No AC F.".1 r 4 20 a -40 40 -40 AC F.07u NO29 40 -40 40 -w Ac FAHI 40 t y 40 -40 40 -40 AC F,am 40 1 a 40 r - Ae r.wU 72 1 N 40 -40 101 -I01 AC FAW 7f 1 14 40 -40 01 -01 AC F,O,W 72120 40 -40 40 -40 AO � F 72 4 M 40 -40 40 -40 AC F.a1U 72 4 s0 1 40 -40 1 - - AC HAW N 1 It - - No -4a AC F. 04 1 24 - - 40 -M AC F,a711 M t w- - 40 -4p AC r,aW N 1 r - - 44 -40 AC I,a1U 44 40 -q AC F,a117 r t is - - No -r AC r.OW -Y AC I.IIJ41 40 -40 Ac F.aW 40 40 -40 -40 AC AC r.m r.Wu YlA JOB p4-OZTO 7, •- jgm YOOSEF LAVY, P.E. COMSULTBIO ENGINEER imlH�:t•O.ii■ !••/AVBMU•tl0.D nail SM rOQT LAOL SUITS / 100 DAL A?. TOW 7BM43 ASSEMBLY ORAMq (214}MD-WIr r:�2f4}740-Ca7 "a 1444 m PCISM »OOM tNt[— M P 1 N/A 2 11 MOOD BY OTHERS CAULK BETWEEN FIN TYPE WINDOW FIN R WINDOW FRAME SHEATHING JAMB Al V—, SIiEATHINC CAULK BEIYEEN FIN 1'MN. BY On1ER 6 SHEAnNc EMBEDMENT 1' MIN INS TAU RON � EMBEDMENT ANCHOR SHEATHING BY OTHERS INSTALA PERIMETER VA14DOW WIOHF 1 ANCHORnON CAULK BY OTHER 1L EXTERIOB PERIMETER CAULK FIN PPE BY OTHER MNDOW FRAME HEADER WINDOW = H. I WINDOW � 1 HEIGHT 1 EXTERIOR 2 SILL 24' O.C. / MA:(.(TYP). WINDOW EQUALLY SPACE HOT. ANCHORS (TYP.) PERIMETER CAULK / BY OTHER SHIM IF REDID / INSTALATION ANCHOR CAULK BETWEEN /// WINDOW FIN R SHEATING MENT S E F L 4j44N 8' MAX.(lYP) SHEATHING BY OTHER— 1' YIN. � ��i _—O'MAX.(TYP). BISECTION 1 No.17371 * s ELEVATION i STATE of W i VIEWED FROM EXTERIOR A[OR 10ll,• 02�• NNM44j40NAL 444V��`L G.A.3 COMPARATIVE ANALYSIS Nit TAPGON ANCHOR CHART WINDOW . DE" PRESSURE K Of j A SL 1 MAKER CI .090 (MANIA SIZE INCHES CAPACITY N P9 &t N FRAYS REGD. N FRI)E tow 30 too too 2 2 2 2 2 3 40 e3 e3 2 2 3 2 2 ] Is 30 e3 e3 ! 2 3 2 2 3 to . e0 ]D 3o : 2 3 2 2 3 20 a 30 oe N 2 2 2 2 2 3 20 . 40 73 13 2 2 3 2 2 4 20 . SO 09 39 2 2 3 2 2 4 20 w 60 40 40 2 2 3 2 2 4 20 ■ 30 37 57 2 2 2 2 2 2 20 . 40 52 52 2 2 3 2 2 3 2e . 00 4e 40 7 2 3 2 2 4 20 . 00 40 40 2 2 3 2 2 4 30 . 30 32 72 2 2 2 2 2 2 30 a 40 49 49 2 2 3 2 2 3 30 . 00 43 43 2 2 7 2 2 4 30.60 40 40 2 2 3 2 2 4 3e . 30 41 41 3 3 2 2 2 2 3e . 40 40 40 3 2 3 3 3 3 30 a 30 40 40 3 3 3 3 3 4 30 f 00 40 40 3 3 3 3 ] o — 40 . 30 40 40 3 ] : 3 3 2 40 a 40 40 40 3 3 3 3 3 3 40 . 00 40 40 3 3 3 3 3 4 40 . e0 40 40 3 3 3 3 3 0 53 a 72 40 40 3 ] 4 4 4 7 GMERAL NOTES: 1) SHIM IF REQUIRED FOR LEVELING. 2)) WINDOW FRAME MATEIAL ALLOY 0003 3) CAULK BEHIND WINDOW FIN AT HEAD ,SILL R JAMBS 4) CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 0) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHART. SINGLE GLAZING IS SHOWN. INSULATING GLASS IS ALSO QUALIFIED 0) 2MERE WATER RESISTANCE TEST REQUIREMENT OF Hill OF DESIGN LOAD APPLIES. POSIDVE OE90N LOADS WILL BE LARTED TO 40.0 PSF DUE TO WATER TE3T PRESSURE OF 0.0 PSF ACHIEVED IN TEST. 7) INSTALLATION: TIN FRAME WINDOW IN M1700 FRAME OPENING *QT TWO BY WOOD STUDS USIWG .090 /40K GA. NAN3 OR f e SCREW Of SUFTICEWT LENGTH TO PROVIDE MIN.1' EMBEDMENT INTO SUBSTRATE. 0) IF EXACT WINDOW SIZE IS NOT LISTED IN ANGNOR GIART . USE ANCHOR UXIANRTY LISTED MTN NEXT LARGER SZE. SHEATHING CAULK BETTIom FTN CAULK BETWEEN BY OTHER k SHF�TMG 1,114 TYPE WINDOW WINDOW FRAME EATHINC2 I' MIN JAMB INSTALAno" ~EMBEDMENT ANCHOR I'MIN. EMBEDMENT PERIMETER CAULK SHEATHING BY OTHER BY OTHERS FIN TPE WITAI NDOW WIDTT IN ANCHOR 1pJ WINDOW ��� FRAME HEADER f,�QB �PERIMETER CAULK BY OTHER CS.AZING (SEE NOTES) SECTION 2 WINDOW WINDOW HEIGHT WIDTH. EXTERIOR SRL 1 21 O.C. MAX (IYP.) PERIMETER CAULK UILLY BY OTHER EO WINDOW SPACE HEIOTH / ANCHORS (TYP ) SHIM IF REO•D INSTALATON ANCHOR SHEATHING CAULK BETWEEN 6' MAX. (TIP) BY OTHER )• MIN. WINDOW FIN R EMBEDMENT ~ SHEATNC 1 e• MAX. (TYP.) SECTION ] - ELEVATION NODS VIEWED FROM EXTERIOR I) THE AEOVE ARE POSITIVE t NEMm SIRUCnXM DESIGN LOADS FRCM OWARATVE ANALY93 AND HAVE NOT KEN CAPPED BY RESMTS OF WATER POMRMA"M ` ``��22LLl227j1 APPLIES PO9ITINE OEM LOAD! E UIMITED�iaOOO i511 Of LamPSF OM TO MATM S E F l 11122 TEST PR6gOK OF 6.0 PSI AD*rlM IN TEST. aIA 2) Q-A-" 1111]t11E9! MAY VARY PER IEOURE11EN13 (IF A41Y p]OD GLIL73 CHARM i 1) MSTALIATH?I I1N FRAME MOM IN Rom TRAM[ I)PEMIO rinH ra0 nr WOOD s RIDS USHO / m e S=W OF s10ENT U301M TO PROVIDE MCI- DABEDIIENT : � ` No. 42371 x i INTO 47BSMATE OR O.00e IN OIA. NAILS. •) F D(ACT aOEOW SZE IS NOT LISTED M M C HOR CHART. USE QUANTITY LISTED IRA NEXT LARGER SiE S) 90M IF REAMED FOR LEVLLN0. STATE OF ? e) MNDOw FRAIIE MAfMAL ALUMNLN ALLOY 5001 AIa '� 0 R 1�' 7. 7) UUN ®/KO II0IDOR FIN AT HE -AD. SNLL •JAMBS J ICI J • • • • V1 1) CAULX FOR IIMT I SEAL ARGUE EATS IO R OF meow IWI1L 11111 ,4 ` ,;... G.A. 4 WINDOW SS8 ANNEALED 31!r CLASS OF 0.08E VIA. CLASS DESIGN DESIGNNa fill STREW (INCHES) PRESSURE CAPACITY N PSF PRESSURE CAPACITY N PSF �a111�D N FRAME NNS REDURED N FRAME. 70110 4 -a too -to 7 7 1 2 ! 1 ID 14 w -40 No. !0 4 -4 a7 -67 1 a f 2 ! a W S W 4 -4 so -aL a a 2 2 a • 10 x 10 4 -4 w -417 2 ! 1 1 t 7 1014 4 -4 61 -a/ 1 f ! 7 1 1 10 1 w 4 -0 a1 -02 2 ! a 1 1 20 a 01 4 -4 ID -10 1 2 1 2 7 >D x 00 4 -4 4 -4 f ! 7 7 a I s x No 10 -4 n -72 1 a 2 1 1 1 40 40 of -51 71 1 4 4 -4 2 • • 1 1/14 4 -4 2 / 1 w 1 10 4 -4 M -•• 7 ! a It w 1 w 4 -•0 ID -as 1 ! t w 1 4 4 -/0 w -4 2 2 7 / / / 4 x w 4 -4 4 -44 2 1 f / 1 1 4 x a0 4 1 -4 4 -4 2 ! 1 2 • 1 e Y 1 10 4 -4 02 -11 1 : 1 . • 2 w l w 4 -4 w -4 a a ! / • 7 ♦a x 4 4 -4 4 -4 1 ! 1 / / 40 1 w 4 -4 4 -4 1 1 1 1 • 1 410 4 -4 4 -4 t 2 ! • 1 00 t 10 4 -4 m -K 2 : : / / 2 4■ w 4 -w M OD 1 Y 4 -w w -4 ! 1 2 • / / actR ao w -40 10 -4 2 a 2 1 • / 00 1 So 4 -4 4 -4 2 2 f • • 0 •0 1 M 4 -40 w -4 1 2 2 • • 1 •0 x w 4 -w 4 -4 1 f 1 • a 7 ao 1 •a 4 -4 4 -/0 1 1 2 2 • 4 2 SD 4 -40 4 -4 • ! 1 • • so x so 4 -40 40 -40 a 1 2 0 a I 70 x 30 4 -4 4 -11 1 I a ) 7 1 70 x /0 w -w 4 -4 f f 7 7 7 7 701 w 4 -40 /0 -4 1 2 1 7 7 / 40 701 ID 4 -40 4 -4 2 ! 1 7 7 a 72110 w -w w -4 1 ! 1 a 1 2 71 1 w 4 -4 4 -4 f a f • • 7 72 x 4 4 -w 4 -10 a 2 1 e 72 x w 4 -4 4 -4 1 f a a • 1 72 1 20 w -4 4 -4 ! 1 1 a a • b110 - - 4 -4 f 1 1 0 a 2 0 x 4 - - w -4 f I 7 ) 1 7 W 1 Y - - 4 -4 2 1 1 e • / ao x 00 4 1 -4 a 2 2 0 a 4 x 1D - w -•L f 2 a 7 7 2 41'A - - 4 -4 2 2 2 a • 2 41 4 - - 4 -4 1 f 2 • • 4 -4• f I a 1 10 t0 1 SO 20 - - 4 -4 1 ! 2 7 7 2 4 -40 2 ! 7 2 • 1 TWO BY BUILD DOWN BY OTHERS CAULK BETWEEN WINDOW FLANGE & FILL STRIP SHEATHING BY OTHERS PERIMETER CAULK BY OTHERS FLANGE TYPE WINDOW FRAME FIJJNGE TYPE 1,a,ra WINDOW FRAME SILL PERIMETER CAULK BY OTHERS CAULK BETWEEN WNDOW FLANGE k WOOD BUCK A t�, a CAULK BETWEEN WOOD BUCK & MASONRY OPENING BY OTHERS SECTION 1 CAULK BETWEEN FILLERSTRIP k BUILD DOWN BY OTHERS 1 1/B- MIN EMBEDUE14T BY OTHERS SHIM AS REO'D. (SEE NOTES) INSTALLATION ANCHOR. GLAZING (TYP. SEE NOTES). J.A. 5 GENERAL NOTES: 1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR USING LOAD BEARING SHIM. MAX ALLOWABLE STAG( TO BE 1/4'. 2) WINDOW FRAME MATERIAL ALLOY 5063 J CAULK BEHIND WINDOW FLANGE AT HEAD. SILL R JAMBS 4) CAULK FOR PEAIMEIER SEAL AROUND EXTERIOR OF WINDOW FLANGE. 5) MASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E13M CLASS MART SINGLE GLAZING IS SHOWN, DISULATING CLASS IS ALSO OUAUFIED I) EOF AVISION � POSITIVE "N LOADS RESISTANCE LIMITED 40 MA TOWAIM M3OF 6-F ACHIEVED N TEST. 7) W16' TAPCM TYPE INSTAUATION ANCIIOR WST BY OF SRTIOENT LENGTH ld PROVIDE A MN. 1-1///' EMBEDMENT INTO SUBSTRATE FC RISTAl1ATRW SOAEW AT HEAD AND JAYB9 YU9i BE OF SUFFICIENT LEROTH TO ACHIEVE 1 I/0• MN. EMBEOMENT INTO WORD FRAMING. 3/10' DIA. tAPCON ANCHOR • 08 INSTALLATION SCREW TO FIE FLLCEO e' MAK FROM Comm ! 24' MAIL D.C. MAIL BETWEEN. B) BUILD DOWN AROUND THE 0 ER , BUILD DOM1 MUST BE Or SATKENT STREROTHflTOOATO BE ENCOdm?ED BY ADEQUATELY TRANSFER LOAD FROM WNDOW TO THE STRUCNRL 0) U"ATIONS SHOW COMMON ODWtl10UR r*M IT IS NOT INTENWO TO LIMIT USE OF THIS PRODUCT TO THESE TWO CONFIQIRATOM THIS SHEET APPUES TO ALL CONTIOURATIONS DF FIXED MHOOW FRAMING SYSTEM. WNDOW r SFIIM AS REO'D (SEE NOTES) FLANGE TYPE 1 I/4 AIIN. WINDOW FRAME JAMB _EMBEDMENT Nr INCHES SE E TION INSTALLATION ANCHOR. CAUL BETWEEN WINDOW FLANGE SHEATHING Q ONE BY ")DO PERIMETER CAULK BUCK BY OTHERS BY OTHERS CAULK BETWEEN WINDOW FLANGE k WOOD BUCK. SECTION 2 �--j ELEVATION ELEVATION a VIEWED FROM EXTERIOR BASEEM NIT. VIEWED FROM EXTERIOR +IMF s E r L INSTALLATION Yla JOB 0 04-011F YOOSEF LAVY, P.E.' ANCHORS ffo. 1t371 i CCNSUL7NC ENGINEER Ieeo room 1J0C sunE 0 tIM 1001 It. 0* IL • Onil u mm • PA d IIIER • MR B not A W VAUAL TOUT 767I3 i ••. STATE OF 'CIF INSTALLATION DETAILS TWO BY BUILD DOOM '• "'i Ott IO'•' V ' �/I J' • • • • • SERIES MO/1550/1570 DESIGNED PICTURE ,1HDOW f IL ORN. O�MD WAR tP ,unr 1OIO1 nAT[ Olc HUva[n 12/10/03 B DISTALADON 145D PW 1' MIN. _ 'HEARING E►1EIEDMENT-' 8Y OTHERS. CAIAx wHIND FIN PERWE IfA C AUUL BY OILERS III IYPE FRAME HEADER a-QTNGSEE (TTP.)� SEE NOB��S�yT7t�pp����pp EXTERIOR WINDOW HHEIGH T FIN TYTi MAME SILL PEPoMEIER CAULK BY OTHERS INSTALATION AN04M GUUI BEHIND FIN SHEATHING BY ODOM .A. 6 EEC: i) DESIGN PRESSURE CAPA01Y OF WINDOW k INSTALLATION IS 10.0 PSF. 2) INSTALLATION OF FIN FRAME WINDOW IN WL)00 FRAME OPENING WITH TWO BY WOOD STUDS 0.000 NCH. DIA NAILS PLACE .000 NAILS 8' FROM CORNERS MAIL 3 8' O.C. MAX BETWEEN. 3) FOR INSTALLATION OF FIN FRAME WINDOW IN WOOD FRAME OPENING WITH BIND DOWN TWO BY WOOD STUDS, USING /8 SCREW OF SLIFIFICIENT LENGTH TO BY OTHERS PROVIDE MIN I' EMBEDMENT INTO SUBSTRATE PLACE SCREW / 8 MAX FROM CORNERS R 21' O.C. MAX BETWEEN. ITMALARON ANCHOR 1) SHIM IF REOUIRED FOR LEVELING. 5) 'MNDOW FRAME MATERIAL- ALUMINUM ALLOY 8D83. O) CAULX BEHIND WNT)0W FIN AT HEAD, SILL h JAMBS. 7) CAULK FOR PERIMETER SEAL AROUND EXRT80R OF YANDOW FLANGE 8) GLASS THICINM MAY VARY PER THE REOURENENPd OF ASTM 1300 GLASS CJHART. SINGLE GLADNG IS SHOW►, INSULATING GLASS IS ALSO QUALIFIED. 10) ELEVATION SHOW COMMON CONFIGURAIIONS IT IS NO] INTENDED TD LART USE OF THIS PRODUCT TO THESE TWO CONFIGURATIONS THIS SHEET APPLIES TO ALL CONFIGURATIONS OF FIXED PICTURE WINDOW FRAMING SISTEN. 1' MIN. EMBEDMENT SHIM E REQ'O 1 ELEVATION VIEWED FROM EXTERIOR 2 `,VVV1SV1111 S E F L HLHLHM � FAA I ` 1 i 3( No. 12)71 i( , +p •' W i i STATE OF _ i�NN c^ s 10 R 10. C� FA �JE? 7 MAL FIN TYPE FRAME JAYB 1' MIN. EMBEDMENT —SHEATHING BY OTHERS GLAZING (nr.) CAUI1: BEHIND FIN. E ROIE§ INSTALLATION ANCHOR E614B PEROETER CAIIUL WINDOW MOTH— BY OTFIERS SECTION 2 1 ELEVATION MEWED FROM EXTERIOR 2 G.A. 9 WSTPwn011 ANOIOR INSTALLATION ANCHOR " AS WOO (SIDE MOTET ) aIC e7 Cd1CONCRETE OR !M!!Ti (TYP. J/,e• MA.MA.TAPC01 alO/ BY OTHOTH ERS MASONRY OPENING MF/EIS iAPOW! ARE By 0111"s NOT wwo.) CALA.N BETWEEN DOOR rRAME GOOD BOP( a 'LALm INSTLLATIONANCHOR o0es*OOD MASONRY IX� By C =NOTSAPD Bu OIAaO ME ; c I (sa NOI[S) SHIM AS REO'O 1-1/4• WIN. 4 ' (SEE NOTES) QT OR MASONRY 1//4• MAX D . p OPE71110 BT OMENS SNN SPAY 4 INSTALLATION ANCHOR 3/111. MA. TAPOQI ST0000 By on[x I CALILK Ir[TMEER wow am • MAST OPENNO PERK TER CAMS[ DOGE FRAME By OTHERS By OTHERS HEAD PE NEMM GUUI B7 OnomSTLI _ By OTHERS 10Lrt I1 AIINO MooHT 9 (SEE NOTES) DOOR M101H 1/4• MAX FA11 SPACE IX1ER7OR SEcnON R-R CM" BETWE77N 11000 eUOC • ONE try wow a MASY ORElIC OO1Ci' d . OnNp B7 OTHERS I I n at d •. • d 1-1/rI SLIDING GLASS DOW NNRL STRIP d APPLY CNUANO • UNDM SLL OR SET SILL OfaAnaBED Cs CMQE Q (SEE NOTES) CONCRETE OR INSTALLATION ANCHOR ONRY OPENING SECTION A -A 7/1e• INA. vwCGM 111E By OTHERS r ,) MM1 MA1RR: M ACAU AIM" IMw TM NOIOr MIEI m orIOM M/NmR IDTO A04M MOBIT O 1-1/rN M D 7�71 FF 7 ALTDM a IAI'101 •SiMlAtlal •NOIMS nonnontO Not M ALL IMAIt 1dDR! E /AIM CUM FOR PMO 110.O 1 AL ACFMMO1 OF 000E LINKp O MIC7 Oa01 Q • WIT In= M A0101 OWT• m mom OINFxTY ur m INN NDN Lmm Km TOM THE AFF141IAIN mMI NOR Tm'6 E)) ME pami s001 im MM CAMP rw&" awn 1m A am,MIMAnm M IMMft O MCM A M}IAXD <AM fI� MI aj=o AM APPMJ . TO/Om � o O m MY WRY M MmUn"Is StDNO OLAM DOOR NTE6O K S AM fLta MUM tlYlaII h FWMT APP a AMIGIRM1Ma0 t tiID WM p MMO Cr fIP,tOff IAL DOM A T 1M �N sm O "M / HOOK STRIP DETAIL F)))))) "a / UL OMM1m Ala la t S AM MM A S ML aN W" @EMD1 1 ON A• SM AT M MET GF OWALAM AAA' ' MAL AMCOIMI[ ON == i0 R 1/4•. .: I1 ALL MRNLAsON tl0 M OUIIT aE 1141111011 O ma1M1 NO MUNT VA=" I ►AA'IfD 0010FIATM" ME AS LMM INTRO Ir M71O>07 IDIOM ►An MO W Ap0130M T®MPIO0 am 11NAMAI1 own ,» =1 ALL CWXL MWM USM ASCII AM NORM 01 TIO ORANC INIMM OR/NUTIMI MlOIOe 'A -A•• 7-s• AM NON MP 11I014, AIRY 10 wOLLAs04 s ALL AFPMIm aM OMM U ML N) "A ALCON" W40" R1Om1 TAP IM IINOI I TO eE w CA 1>y W 4M NJ" OAN O a OOK THIS PIOR I&M M•O 10 AM a 4" MAIM IA M41R 00M1 M PMURIDI M MDO PWAIM STMAM L Ut AA1O OMTAa S IU"=n l U!Pa M M AOMYs 1-2/r HMI. ommmo T► OHO MMMAIZ PIAQ s,0 sm" r PT4OM Oww" s • AC aL MAL TAPCON INSTALLATION CHART CALL DOOR HEAD At SILL EAL JANIS Gt`Y. IN UP TO 4e rs N P3F VP TO tP m 40 P SIZE SIZE 45 PSFLOCAnal TO W TO 70 70 PST 45 TO eo m 70 Pf OR P2F TAP OR PSF PSF 13P Sm xq OIL xx m x e0 S S S 4 S 4 • Go" xoL OIL xx 72 It eD 4 4 4 4 144 7 E 1000e in OK xx 120 x Do a / 7 4 ) 4 S OOaO x4 OIL xx sox N S S S a 4 S e a m X06 or. xx 72 x IA a 7 7 0 4 S e mm K% Ox• ME M It as 4 4 e e 4 0 a 6 7 to 91-va x so IIOaa Om 1ws^ x M S S a 4 2 4 a 113101111 mmm 140-1yr x 00 7 7 • 4 7 4 a 1S= ow 191-2/4 x a0 a 10 11 4 S 14 a 7/410 mm n—v4 x n e 0 S e 4 a e sa00 Om 109--an x M a a s y 4 a e 120a0 an 145--AA x N 7 a 4 e a 1] ; sm lax 10•-" x so e / s 4 S 4 a In" xx 1q-s/M x SO 7 7 / 4 S 4 e Imm ICI 176-%M IT so a 10 11 4 3 4 a low lax /I0-+Y,4 x go e S a y 4 0 a low 1ax 109-9/0 x N y S 0 S 4 120e0 Mx 142-NUM x N 7 a „ a 4 • 0 1me• ONO. IDOI 144-N x so 7 7 • 4 S 4 S IBM 010LL MOOt "-BAx m a 10 12 • ) 4 S ,O= ONO. xxxx 120-N1 x M a • 7 S 4 a e 12—M MM xxxx 144-0,0 IT M 7 a • S 4 a a ! 1 9 12 14 y GON MASOMW ,-1 .• MINT - � OOIWFIE STUCCO BY OTH M M OTHERS CAULX EETSEFN WOOD SUCK • S OM CLIMB DOOR NOOK "M �WINDOW I A —) A -1 EXTERIOR ELEVATION Tw IT NVALLATIOR ANCHOR .. ' 1 111 3/10• CIA. TAPCOR tool 1L n• dl4+n u MM-FA B n�J7:RM SERIES 420/4Jo naN lu ET4iuLG02 TNo sr vow euoH ANCHOR CROON Or 3/Ho' CIA. to►(O11 r 1THDN OTK1�1O A I3-1/r OC. MAX BY On h• alms I•Yaan 3 S • Now Nal stNY OTHERS (SE, "OTC 16) Tir At II (SEE NOTES) d C BY, O-E1s—/ BY, 11H K•Sl[T0t WOK er onan DOOR 1RAM( NIAQ EXTERIOR CLAIM — (SEE NOTES) .e 94M As KCO -� MIA11AIM AIOa (SEE "*To) Its ow -I�r1U1Y CK a � 01'OeIO By OTHERS aen1G " I (SIX NOTE$) 1-UA- rN .I 1-1/•" YK Cmilum 1T 1/•' YAX 9N1 SPACE 111100101 wow �14vI POtM[TXR CAULK By OTHERS STUCCO by OTHM DOOR NOTN - 1-1/4 . UK I A INSTALL 1T —{ 1-1 �• CALL DOOR I SIZE A SIZE IN CON01[II CONnOURATION INCHES � uOR MASONRY oPowc so" lmt OIL xx so IT so* 3 or OTNas an lOso xx N it ssooww 6 NO. OIL Ix 120 9 SO HOBO 10 OEE f01 80 x So 3 101 60e0 )10. CO.O Is k se .3 HOBO Oa. 07l xxOL MEN • too A�MO s0•e Oxo' lot -EX. k m e . 31i•- CIA lion a" 143-11R k so 7 TAP001 11'1� ONO Het-4A f eo s Q TSOII oOs of70e0 am sm a" al-A/A x Ee lw 11 IOC-Is6 e e IS-1/1' QG Cm Isom OxO 143_ SA k /0 77 V\1 13-1 e', x .n NSTASLA110R was wx IO/-NM If 00 3 ARO/pt ISO" m 1•I-I/N 11 so 7 . /s SWEN Ism = 17a-N/N 1180 e0 a 7o•D lax ss-a/N x 0 s aao xx Hoe-yr x so e CAULK eE7111IEK 120e0 mt 1•!-.,. t 116 f N000 BUCK a 1111110 = 1170-eAs B+�ORR� IMO OVA 10001 1••-IA k eom 7 loose com IOOa Io1-AR k a Tom II % )OCCI 1110-8^ If So 6 12M ISIM& xw IN_eA S 10 7 1/4' YAX I / eJ SPAQ 111 a ROOD a" By o1fHEK SEC ON R-E (SEE NOTE ts) CAULK KWE01 WOOD KKK It MAST OP00HO By 011."s CRIM OR MA50 - e ASDNw, 4 OPCHM By OTHM ue131At1r APc•r bu1Nm • ' 4 • OrileR11 SLICING STY CLASS 'OW • a 4 I Up" SILL On SIT SILL N Hook em a CONCRETE IF SECTION A —A MBTALIAT101 ANCHOR 3/1r dA TAPUN d 1-1 •' ION Inn 1' COM MORAL- A LWIMA AUaI NO d I 1 >0 TAMM 11" aRIAWS01 RO01010 • wi MAT S v SUFFIO HI IDNON 10 ADIM lel O�SON O t-1/i 0m WHOM, 0 COOEf. w NSEt MtALLAtOH AIOI00 IR6T .[ tI a17woM1 1dCM ID AOtK A 1� OAIt¢IOR 0 1 Nm 110 e7 A® am ALTONAE IARM 1011\1,40M AMIOP I TRO.1 10 EACH n FIL"m OLL • VIE CWX f0A Ppt4fa IM &MM CrIM l W Dmt f P OAO DOW SM • HOT IBM N •0Mt1ABC1 MOW DAIRY• UIE AAA)AQ allMS" tMTO EM IOHT UARA m I'm M N"NWTE mm Plpeat A« \ ICI pamn DOOR Win OA CLUTCH rwau am YTS a cvwm wm O /11,1040), CONY .aAAW M11 SHIN[ !Of OIASN0 430 ANION IOOOO ILAts II400EA UAV 11MM 014 WWMK NTS OF ASTN CIAO CASH OHMR S1lKx7O By* 1) ILL FAC10AT AgUD IOIO NOT 09300 FOR TAM 40101 SMSAD AK /clef WIN A /OAEM 01 avrKslT IDHsaH 10 Pe010( 0l 1' 0amlOtf ow To By 1DOD ILML GULK e[taa71 / txl COMM AR 10 WE TKML• " A Cut( A10011 BRAN SEAM In640 EaMt Al M AT /A SIT 01 NSTAL AN0m 1 ANONN tAAD KARNO VW NDIN aTOAA OLLOMMU DIN aim 00011 oI 1/r. I ALL •OTALLAtlN ANDOS NJST •t CAD( OF Caeloo0l 1mTN1t W\TOWIL ' HOOK stRv 1d OM'X • r Ro11TlO1e NoaAD ►AHAIt A10 Q aoR[a1N1e 1IxA IHap Ar.wolm IIOMIRMeO1f AR N aAZT1C LISM ON MVAIAAT101 OIAAT. (SEE NOTES) 110TALLATCs ANCHOR IN) HOT ALL mala0ARw0 USTm AaOK AAS allo.X a» HMS DRAT 10K1p 11X\INLA/OI Tcn1Oe 'A -A'. 'a-E" 3/16' CIA TAKON a RHO[ fR O/IAL O tr 10 1VfIAtlAtO1 v ALL Ar1.1011m 00/OIAfIOQ SIAxsIC Q1�V SLMV "I NA\ HaLONAIU !FACIA S11�N 1110=4 AMC-= 0 MANE OL 10 A /A' OA If) sewn 420 SOW CAA D" a agRt Im /HMI AESO Arrms t0 4w a Ma 2mm MTLAASUS isl IN OR US HEED BUM 10 So 111E10RY /ASOM 10 W"IS 1111 U AD A as IMMNT. EMCEE OR D•HBt HOOK STRIP DETAI affticul ammnmx It► 1x00A r.t"mm wAorY IF N00=t m ar nD rw. ATIII�IO7l��N ANCHOR CHART 3 3 s s s • s s e 3 s • • s • 1 • 1 • • s 3 3 3 a 3 / / 3 3 • • \ / a • 3 3 • a / 7 f a / 7 / 7 / l0 • 3 to u • tI 14 � s s e s s • • D s � e e 7 s • a It If 10 12 / e If .3 to a S e s / 1 • 3 7 e 7 • to • s 10 Il a If 1• • 3 y If y s s e e s If s / 1 • e e a 7 to 11 • e 11 12 1 10 1 13 IS s iIs tf 13 a eIS ionU a • a a DOOR VOTH Dot A EXTERIOR ELEVATION ..I, st- lei Q����• •��•v # ` 2am • PA sR I1mi • ta lE nut INSTALLATION SUDINC CLASS DOOR ,"(Lk TAR VAnt Two By BUCK IN MASONRY .•111\3• GEN rnu,a+ Wi V CI V V N GENERAL ALLMNUM CORP. FLANGE HOR¢ONTAL MULLION DESIGN LOAD CAPACITIES HORZ. EXTRUDED ALUMINUM TUBE MULLION I ""$ 8H 8�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 55.625 168 111 64 48 31 24 17 63.000 168 110 62 47 30 24 16 72.000 168 110 62 46 29 23 16 84.000 168 110 62 46 29 22 15 NOTES: • CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION 01445 l HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MU I JON SPAN OR LESS. • WINDOW HEIGHTS SHOWN ON'r AXIS OF CHART DE3KiNATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT RJ ILM TRAMSOM HEIGHT. • READ MULLION SPAN AND YNCOW HEIGHT IN RICHES. • D6SIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. • DE91GN LOAD cAPA=E6 SHOWN ON Two CHART Do NOT CONSIDER ANY STRENGTH OBTAINED FROM FRAME MEMBERS OF ADJACENT WINDOWS. • 0e - L1175 • CALCULATKM PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVLSIONS TO THE 2WI FLORIDA BUILDING COOS PREPARED BY: FrAmocr 2eaffaLow coRro+QATRW 11M LOU&SANM AVE SURE 6 WINTER PART( FLORIDA 327M PHONE 407 M241334 I FAX 407 W-lf33S 4 t 9 • t * op i 4" tsar CAM0039 20-Jam- 3 01-12M MULLI^" ANCH BRACN WINDOW FRAME JAMB (TYP•) ;TALLATION CHOR fP.) #8 SELF TAPPING SMS (TYP.) MVLLIVIN DIE NO. 1448 SECTION A- A Ll EXTERIOR ELEVATION MULUON ANCHOR BRACKET INSTALLATI ANCHOR (TYP. ) SECTIO NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1448, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. DETAIL AT SILL IS SHOWN, DETAIL AT HEAD IS SIMILAR. 2) IN WOOD FRAME CONSTRUCTION, ATTACH MUWON TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1' MIN. EMBEDMENT INTO WOOD FRAMING. 3) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OR OTHERS TO DETERMINE COMPUANCE ON A SPECIFIC STRUCTURE. 4)DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS f62.0 PSF. N0: GEN-0457 TWO BY WOOD FRAMING 1%4"11169will NOTE 92 1- b'T vY• �ONAI-.•�' GENERAL ALUMINUM CORP. CARROLLTON, TEXAS FIN VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION, DIE NO. 1448 DAM 13 B Anew: — — — — 12 05 " -- - - - - ' HALF I UAn:---- 0"°'CFN-0437 "a#MW IM NIOdlE'e Woo fYao =WW 1188 tOUMNY AW- aWO ►"K halo. "I ►halt 07-4ll-9M rAR 4W-4ll-UZ GENERAL ALUMINUM CORPORATION VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE #1448 RN VERTICAL S.H. SIZES WDW. WTH. > WDW. HGT. V 18.125 25.500 29.500 38.00D 47.000 52-125 25.000 1245 1151 1151 1151 1151 1151 37.375 469 383 360 345 344 344 49.625 235 184 188 152 141 140 53.625 183 142 129 115 104 103 54.625 172 133 121 108 97 96 62000 115 88 79 70 61 59 72ODO 72 54 49 42 38 34 84.000 44 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 0144E WHEN USED TD MULL FIN SINGLE HUNG AND PICTURE WINDOWS READ WINDOW WIDTH AND 1- I IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD BE CHEC KEDE IN EACH SPECIFIC CONDRIONL Dmm ■ LM 75 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 20M FLORIDA BUILDING CODE PREPARED BY: PRODUCT 7ECHWOLOGY COf*401RATION 1150 LOUISIANA AVE. SUITE E CA020037 WINTER PARK. FLORIDA 32759 29-J ►03 PHONE 407 62263U / FAX 407 6224335 01-1201 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 26.500 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 MULLION AND FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dmax - L/175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2002 REVISIONS TO THE 2001 FLORIDA BUILING CODE. PREPARED BY: PRODUCT TECHNOLOGY CORP. 1150 LOUISIANA AVE., SUrrE 6 WINTER PARK, FLORIDA 32789 PHONE 407 622-6334 / FAX 407 622-0335 f • • � o Nd -q V � � 2111R 04 Avd. 9 Florida License #47946 CA020140 18-W-03 02-0808 INSTALLATION ANCHOR (TYP. ) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP•) m MULLION DIE NO. 1442 SECTION A -A v EXTERIOR ELEVATION °w° NO: GEN-0454 MUWON G•A. 25 I I I I DIE 'NO. 1442 I II I I II I MULLION i II I ANCHOR I I I I BRACKET I I I I I I INSTALLATION SELF TAPPING ANCHOR 5 (�) (TYP.) 4 v v c e o SEE NOTES a a #2 do 03 CONCRETE OR MASONRY a a v SUBSTRATE SHOWN, WOOD FRAME SUBSTRATE ALSO APPLIES 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) IN WOOD FRAME CONSTRUCTION. ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/80 MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTACHMENT IN SECTION 0-8 IS TYP. AT HEAD k SILL. 5) I rA�l OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2pQ1' D G CODE WITH 2002 REVISIONS. IT IS THE RESPONSIBILITY . �� C IINE COMPLIANCE ON A SPECIFIC STRUCTURE. GENERAL ALUMINUM CORP. �r� }� CARROLLTON, TEXAS do . . -- .P. .,%a FLANGE VERTICAL MULLION INSTALLATION DETAIL Al. 9-11-02 A REMOVE ANCHOR SPACING DIM. BB,, DATE SYM. REVISION BY '��,�.��•�� ALUMINUM TUBE MULLION, DIE NO. 1442 Mrs' ---- ° BB "POM —=-- °"loB/21 /02 "r^" ---- WA "' HALF "nz — — I = NOtCEN-au INSTALLATION ANCHOR (TYP•) MULLION ANCHOR BRACKET WINDOW FRAME JAMB (TYP•) G.A. 26 1010"0' GEN-0459 MULLION I II I DIE NO. 1442 I II I II I MULLION I I I I ANCHOR I II I BRACKET I II I I I INSTALLATION p8 SELF TAPPING ANCHOR ® SM S (TYP. ) 4 o v v a a a 4 ° 1-1/4" MIN. SUBSTRATE ° a EMBEDMENT MUWON ON DIE N0. 1442 SECTION B--B SECTION A- A EXTERIOR ELEVATION NOTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1442, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY SIDE. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16" DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. EMBEDMENT INTO CONCRETE OR MASONRY. 3) MUWON ATTACHMENT IN SECTION B-B IS TYP. AT SILL ONLY. 4) INSTALLATION OF MULLION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA BUILDING CODE WITH 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERMINE COMPLIANCE ON A SPECIFIC STRUCTURE. 5) DESIGN PRESSURE CAPACITY OF INSTALLATION AS SHOWN ON THIS DRAWING IS f` 40 F 1111" to, FvnJmDPRE—CAST NERAL ALUMINUM CORP. ra�•.• F Im!. ��CARROLLTON, TEXAS e of . �; SILL MULLION INSTALLATION DETAIL 4MINUM TUBE MULLION, DIE NO. 1442 DAMU *AMA. oft B B 12 05 TAT ISCAL : HALF ImAr"---- °ws I*GEN—C n• a; R - 1IM1118onrr Mr. 1no UaAM" *%&. lw" r m ft"m =1w man 41vp- w. 110A 4or-owwx G.A. 28 MULLION ANCHOR BRACKET WINDOW FRAME SILL (TYP.) x 0 no WINDOW -� FRAME HEAD (TYP.) SECTI❑N A -A i! INSTALLATION ANCHOR (TYP.) #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 SEE NOTES #2 L #3 MULLION DD a DIE NO. 1445 D D MULLIONANC D a BRACKET v i SECTI❑N B-B 1 INSTALLATION ANCHOR (TYP.) 4 D CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE D ALSO APPLIES. v 4 D v v NOTES, 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO CONCRETE OR MASONRY.. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTAClIMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL 148ROG ' LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA DV4G Se, rj H 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERM •1B1NG_ SPECIFIC STRUCTURE. • • • s Y • EXTERI❑R ELEVATI❑411i PRIMM " MMW TIMOMM CCW. l l.lt!••1 AV\ VRiA V40 R� WMW rMM •C� ——l`lfaii INSTALLATION ANCHOR (TYP.) #8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1445 SEE NOTES #2 L #3 MULLION DD a DIE NO. 1445 D D MULLIONANC D a BRACKET v i SECTI❑N B-B 1 INSTALLATION ANCHOR (TYP.) 4 D CONCRETE OR MASONRY SUBSTRATE IS SHOWN, WOOD FRAME SUBSTRATE D ALSO APPLIES. v 4 D v v NOTES, 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1445, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD TO SILL. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16' DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO CONCRETE OR MASONRY.. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1-3/8' MIN. EMBEDMENT INTO WOOD FRAMING. 4) MULLION ATTAClIMENT IN SECTION B-B IS TYP. AT JAMBS. 5) INSTALL 148ROG ' LION AS SHOWN ON THIS SHEET COMPLIES WITH THE 2001 FLORIDA DV4G Se, rj H 2O02 REVISIONS. IT IS THE RESPONSIBILITY OF OTHERS TO DETERM •1B1NG_ SPECIFIC STRUCTURE. • • • s Y • EXTERI❑R ELEVATI❑411i PRIMM " MMW TIMOMM CCW. l l.lt!••1 AV\ VRiA V40 R� WMW rMM •C� ——l`lfaii 9.14 IT R1.00 ONl DT nODD - OR.buCM 0. .....0\`NMR CAIRN Bl IWT.[N ■INOOr TBY.[IAIA"B7E� W000 VG IINCE ! WOOD BIION 1/1- MN d [NOCOA,CNI A1 V REOro. PI MIMI ILbrOmV— EXIERIOR_,_—SI■M RUCK "foil'WINDOW �RAA1c- SIl l a 1[R [AL tIT Br .IR OD by ODOR � -- --•------ "LICK rI,A4GC TTPC 0.0011 TRAWL — JAMS PLRYEITA CAIAA_.'- Br On1Uls MIIOOIT WOBI EXTERIOR J MINUOW NCI. � r 1'Rt CAST SAL 0♦ on[Rs f cAux cEr%KEH WINDOW nAMa ! PIA CAST OIL VAIN MAXIM Ile ADIIE9MC CAUTR CR SECT ION 1 M"OKD EQUAL fi Nr PA: L01F5' I) SHM I RED .0. FOR tIVUJNG. 7) VAVDOW FRAME MATERIAL AHOY 603 1 CAUTA O(IIIND WINDOW FIANCE AT WAD AND JAMOS. e) CAULK FOR PERIM[tER SEAL AROUND EXTERIOR OF WINDOW FIANCE S) Ot SIOr Par u/is 91" All[ SAM CITYWITOI WAOIY 04T FKSSJITS r0P QASS IW"FSS WUST K IIEIOINIF" PQ AS/Y-1100 CLASS 01M1 A10 *9 SMAI OR VAWE 101ST BE VSTD FOR NSM e) OlgRE 1Y7ER MMIANCE I[St KOUIOQII W IS! W OESM TOM APR" DIM TOAD 00L N UWRD 10 IDOD Pg. DA 10 MATLR ILtf PRESSURE W 440 PST AOIMD ON LEST e) NSIALLAWk rtAITE FILM 219M N COMMIX OR MASOMr WENNO US010 1/16' TAPCCN AIr010r K SAItC[RT 1111110M 10 PRVM IM111/1 I I/$- LMKDMENi MID SUISTRAit AT LOCATIONS 9100 Or DIARY e) I tMCI O•DOM SIA IS NOT LISTED N AII011011 CNMI, M NAIOI OUINTITY USRa OtH MIXI TAKER V& II A OME BY NgOp BUCK By OMER I I/O . -" "——E.If Mot. 11,11 -SMIM IL RTO•D. � 4 rAl _ INSTALLATION ANCNOI a N"\-- CALM BE MEN WOW Buc[ ! MASONRY OPCNING By OARS CAW[ BLIWttN 041,00111 FI ANa �] WOOD BU(X SFCTION 7 WINDOW - _I C 1 1 -.0J 1l FVATION VIEV&D FROM EXILRIOR 2 R ,`,�Nssf AAIASII SEF L A. Igor No. 171 p '. w STATE Of i IAr f 'FCORIO'• V _ J Igl J7O f� go NA I. G.A. 30 SSB ANITAL D OSB AAOQ ALID CALL WINDOW CLASS OLSVI GLASS DE" IAPOOI ANOIOR LOCATIGN SIZE SIZE (INcNIS) "R'S"I" PIILs4R6. LOCATIONS I CAPACITY N P9 COPADIY N M0MM J Ie In . n -M am -Y -We -/e. At _- I.aN• jI II q 1/3/6A Is 1• TO 1 -11 - -1es _qs ►c I. 10 In • Y en -Y -fe -'N -N. •.0 7.ON' 1.•• I• In • N 11/11-AI -W -Ss -W -1a -11/ -la -I47 .,C ..c IQIII I.aM, IINs Ts le In . a 9/0 10 1/0 -17 _Af _Ifs -131 •.0 011.a wl 10 n In . n _N -.0 -U/ -00 •.0 0.11 [.. KC 1. -ir kc ionl NI Y Tn . s/ 1n -s/ -fe -101 -:Co A.c r.oN' „ In . soon -41 .11 -gal .ICI ♦C I.OR, i b1... M In . N 0n -41 -N -!00 -100 ..0 TAM, Tim" .N! to . Y /n -1s -1s -1oo -100 A.0 •.[ Ic,l• e7 -N -ro -M 11 •.c Lelu INf Y In . /1 -40-ro -n -/N AC .am •.ONE 30•I 30 In • 1A -00 -fe -111 -1') •.c >D.I ID In . >• yn 1T 11 M 00 tic 1.ON� 10.1 se-n .n AC ION! I 1a1, 10•••. s0 1n • N en _y _y _11 -II •,t •.0 LAN, ls••I ICI In . a 0n -ro -ro -N -n f.OM1 304 30 1/2 . u -N -40-/0 -70 ,•C A I,aMI i 304 A In . n -40 -10 .71 -h Is sr ■ Y -51 -st -M -Y AC 11 07 f A 7n '40-TO-or •or •.c r.a71, N 17 c Y 5/2-40 -so .0, 1? .,c EOM, LONI 11.1 77 [ N /n -[0 -.0 -00 -a ♦c 1 au s.•f ]I . a sn -ro -•0 -a -Of ..c rcrl• Is 1700f -y -.0 O S7 .c •.0 I.a1' ! „ Jf ■ n -40-40-e1 - - -31 _J[l lL --• .no lie •tie •) . % fn -ro -ro -ro -.0 ..[ LAN. T .N•/ .s ■ /f en -N -ro -ro A•c To.. .In, n■113, ro N -ro -ro g IT � - -• lC- LaIU 1 .an N ■ 70 -N -N - - ..c :ANI 10 U .■••. Y C N 6/0-A -N -ro - - tc I,a1r Ac .ws 4 ■ u -ro -ro - tit r,aN! W sJ 91 In . 30 fn -a -N - - lc 31 u In . se 9n -40 -10 - AC N1 N 0n AC LoN, rau NlNs u In ■ a /A N -10 Ac x }f In ■ e1 -W -ro - A.0 1 - _� �- ---... - -- .. TLA JOB f 0/-222 N'4••1. YOOSEF LAVY. P.E. sty LYNSIA ING 0./10 NLIM ,W, 0 may, vey • 71�•/A r0!•1•r a NA• esee MK/7 mw- I1011 0 toe ASscSaT ORA/rNG CA1AAIL rOA/ /SI11 1 I1114134P-ONO I:t11.)Mo-o0e/ 7Nfs 1U0/1fs0/1f10 1l e c Ltas M1W �.00■ ILORIOA LICENSE / e2371 A. IV N/A __.. . D!/2f/ON (3 olsluAnal .s, 337 W. DONALD OSTEEN President P. ALLEN OSTEEN Executive Vice President November 9, 2006 City of Sanford Building Division 300 N. Park Ave. Sanford, FL 32771 Dear Sir or Madam, CHARLIE MARTINEZ Vice President Truss Division OFFICE FORT PIERCE MELBOURNE Regarding the "Plan Review Response" for Lot 125 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, a/;g N 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 [in ML1-SB32T NC Woodford Plywood 1504 S Mock Rd Albany GA 31705 800-342-6400 2006.1 Alowabb Stress Design NOTE' LOAD TABLE 2 BEAMS 1.75 X 18.000 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 1 . OTHERS. VERIFICATION OF LOADING. DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIMITATIONS, FRAMING METHODS, WIND AND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) BRACING, AND OTHER LATERAL BRACING THAT IS DISTRIBUTION ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE PROJECT ENGINEER OR ARCHITECT. I DISCLAIM ALL UNIFORM RESPONSIBILITY FOR ALL PLANS, SPECIFICATIONS UNIFORM OR OTHER DOCUMENTS THAT MAY BE USED TO UNIFORM INCORPORATE THIS COMPONENT INTO THE UNIFORM BUILDING DESIGN. UNIFORM 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM LATERAL STABILITY. CONCENTRATED 3. DO NOT CUT, NOTCH OR DRILL LP LVL CONCENTRATED 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING WARNING NOTES: LP LVL TO SIZE. SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF FT-IN-SX FT-IN-SX ROOF DEAD TOP 300 PLF 07-00-00 10-00-00 0.90 ROOF LIVE TOP 240 PLF 07-00-00 10-00-00 1.25 ROOF DEAD TOP 100 PLF 00-00-00 05-00-00 0.90 ROOF LIVE TOP 80 PLF 00-00-00 05-00-00 1.25 WALL DEAD TOP 55 PLF 00-00-00 10-00-00 0.90 BEAM WEIGHT 16 PLF 00-00-00 10-00-00 0.90 ROOF DEAD TOP 3613 LBS 06-00-00 MINBRG-2.50" 0.90 ROOF LIVE TOP 2891 LBS 06-00-00 MINBRG-2.50" 1.25 8. 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. 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 (3.1/2') NAILS AT 12' OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131'. 16d SINKERS (3.1/4-) MAY BE USED, BUT HALF MUST BE DRIVEN FROM 11 DISTRIBUTED TO ALL PLIES. ADDITIONAL I SUPPORT REACTIONS (LBS): MAXIMUM B E A R I N G N U M B E R 1 2 DOWN 3875 5860 UPLIFT --- --- MIN BEARING SI2ES (IN-SX) 0 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.06" 0.49" *DEAD LOAD 0.12" TOTAL LOAD 0.14" 0.65" PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP I.M. 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 .p4*s R 'l'i OF �� S,�N;RO DESIGN CRITERIA LIVE LOAD DEAD LOAD TOTAL LOAD Mst 0.52 VSt 0.38 20 PSF 20 PSF 40 PSF ROOF LEFT SPAN CARR. 0.00 FT ROOF RIGHT SPAN CARR. 0.00 FT DEFLECTION CRITERIA : LIVE LOAD DEFL: L / 240 TOTAL LOAD DEFL: L / 180 CODE COMPLIANCES : REPORT Y ICBO ER-5004 CCMC 11518-R N.Y. CITY MEA 97-94-E WISCONSIN 200124-W L.A. City RR 25167 NER 622 HUD MR 1214D 12 0 r 16.000 1.750 us 3.500 CROSS SECTION 10- 0- 0 IL THIS DRAWING IS NOT TO SCALE Handling d Erection Miscellaneous Information LP LVL and CTR, LP I -Joist Specifications LP Engineered Wood Products 11ron9e 7DO&I SBCCI Highway 421 Temporary and permanent bracing far holding component The rase of this conponere shad be specified by the desigier of the ' Snpporb arid comectioro for LP LVL and CTR. LP Waists to be specific a ne. pliant, and for resisfirg lateral farces shod be designedPe and the necessary code corrpdarce approval atnsturo ' nett, driven parallel b pbe boa ahnl he spaced a miNrtsrn of Clot lOd of led Wilmington. Wilmington, NC 28401 401 installed by others. It, bads are to be a pilled b the component usail after el 0e frartirg end Watering are and into the designers and Wtruc o p from the the deem of the complete above do a before using this component. 11 the design criteria lsted above does not neat and 3* f lion 3' Inn Bel. ' Do not cn4 rotes dell w egu LP LVL and CTR, LP iJdats eacepl as shown In Local 910.762.9878 cornpbted. At no Wne shag bads greater Own design bads be beat Wlbmg code neQJnments, do not use the design When this puElshed material from LP any use of LP LVL and CTR, LP I -Joists contrary to the National Wets 800.999.9105 oppled W the co nponen. drawing Is signed and sealed the stncbad design Is approved as show In this drowi g based an data provided by the cusorner. LP LVL and CTR. LP 1 joists are made without comCer and will deflect wider bad. wood in direct contact with concrete mail be protected as regked by dmib set forth hereon negates any egress warranty of line product and LP diselatn e al Inp:ed warnntles Irnclyding Qe implied wamanies of merchantability and fitness for a panknaar use. 0 611 -046 Design Criteria The design and material specified are In sttetanial cwnfomity with de btast revisions of NDS and A1TC. - Dead code. • Cwti latent support is assumed (wasin et, Lbw betc.J LP DWG # bad deflection irofodes adivatmers factor for veep. Total bal dose rot provide onaIla hupection. This drowirg mist have an . A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR deflection Is instantaneous. ArchitecVs a Engi es seat oli ed to ba c ki.,ed en E,.g'vee ing SHEET # 2 of 3 docsnerd. LP is a registered trademark of Lwisiaro-Pacific Corporation. e 1. DESIu;1a AND TESTED IN ACCORDANCE WITH FLORIDA BUILDING CODE. 12. JAMB DETAIL TO BE IN ACCORDANCE WITH DWG 409783. INTERNATICNAL 8Uu_DING CODE, AND INTERNATIONAL RESIDENTIAL CODE. JAMB/SECTION BRACKET ATTACHING HARDWARE SHALL BE AS FOLLOWS: 2. DASH NUMBERS REPRESENT VARIOUS SECTION HEIGHTS. WOOD JAMB - 605574-0001 LAG SCREW, 5/16 X 1-3/4 3. FOUR SECTION 7' HIGH DOOR SHOWN. 8' HIGH DOORS HAVE CONCRETE BLOCK - RAWL LOCK BOLT, 5/16 X 1-1/2 FIVE_ SECTIONS. 4. SECTION HEIGHT OF 20.812. 19.00 & 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 1 90.0 JAMB LOAD LBS FT 267 300 270 240 NUM. OF EXTRA- BRKTS PER SIDE 7' BRKT LOCATIONS - 12" - _ 8' BRKT LOCATIONS - 12" - - SECTION IMMEDIATELY BELOW THE TOP SECTION. 9. THE STRUT PLACEMENT ON DOORS CONSTRUCTED WITH 5 OR MORE SECTIONS MUST BE CONSISTENT WITH THE DOOR SHOWN. THE STRUTS FOR THE ADDITIONAL INTERMEDIATE SECTIONS ARE TO BE PLACED AS SHOWN ON THE THIRD SECTION. 10. THE STRUT PLACEMENT DIMENSION ON ALL SECTIONS LESS THAN 20.812- MUST BE REDUCED BY THE DIFFERENCE BETWEEN THE ACTUAL SECTION HEIGHT & 20.812". 11. DOOR CONSTRUCTIONS OVER 8' TALL ARE AVAILABLE AND REQUIRE COMMERCIAL TRACK. REFER TO DRAWING D-408352. OHD GENIE EOUIVALENCY CHART OHO DOOR SERIES No. GENIE DOOR SERIES No.1 PAN THICKNESS SERIES 188 SERIES GDS300 24 Go. SERIES 189 1 SERIES GDS30R 24 Go. SERIES 281 SERIES GDS200 25 Ga. SERIES 381 SERIES GDS550 25 Go. 3 1/8n r. I DT- OPENING HEIGHT (VARIES) SHAFT (VARIES OPENING HEIGHT MINUS 11" 2" X 6" WOOD JAMB 2" X 4" WOOD JAMB "D OR EOUIVALENT HORIZONTAL TRACK & COUNTERBALANCE I 1 Z R OPTIONAL SPLICE IN HORIZONTAL TRACK AT TOP OF RADIUS �405964-0002 405964-0002 046450-0003 1 54 I 1/2 36 20 1/2 405964-0001 J '\�-405964-0001 STANDARD TRACK DETAIL FOR 16' SCALE: 1/16" = 1" ROLLER SHAFT BRACKET 405742-0001 (2 REO'D) 407605-0004� TYP 2 PLCS 061166-0001 TYP 2 PLCS 407605-0003 TYP 2 PLCS 061166-0001 TYP 2 PLCS 607935-0005 &- 405831-0003 TYP 4 PLACES 407605-0002 TYP 2 PLCS 061166-0001 1-.968 TYP 2 PLCS j� 1 2 093 11 VIEW "D-D'• 2" TRACK .068 THK (VERTICAL) IN 405771-0001 061166-0002 DETAIL "F" SCALE: 1/4 HEADPLATE ACK _LER `.:HAFT E7 - DOOR WIDTH CENTER STILE END STILE ROLLER SHAFT BRACKET STRUTS/SECT. ROLLER VERTICAL TRACK JAMB LOAD HARDWARE GAGE ((f PER FT -HT) 16' 3 SINGLE YES 2 X 3 .065 HSl (2" X 7/ 16" 068" 200 STD. NOTE: THIS DOOR IS DESIGNED FOR A +/- 25 PSF DESIGN WINDLOAD PRESSURE AND +/- 37.5 PSF TEST WINDLOAG PRESSURE. PANEL SECTION FETTER DCSCRtA.Ow DATE YP C REV PER EN 10099 01 09 98 D REV PER EN 11060 05 29 02 k E REV PER EN 11205 11 12/02 D 191" WWI WILDINGDi s V iOij TER FILE 4Ver ear. cloc�� g.3z BOTTOM BAR WEATHERSEAL SECTION "C-C" SCALE: 1/2 IRE .Z-2S�3 OFFIC CENTER STILE ` P/N 408680-0004,5,6 2 (3 PLCS) SPRING ANCHOR 407603-0001 BRACKET (9 PLCS) 409808-0001 T2 PLCS 061YP166-0002 TYP 2 PLCS f400650-0001 HS1 r-1111111- „A" SEE NOTE 4 HS STRUT 07-gps TOP FIXTURE END HINGE TUBE STRUT AND STRAP 1 7/8 THK. SECTION "A -A" SCALE: 1/4 i I �-► A , 8 ("-0" SHOWN) 8-0 t1 MAX. HEIGHT a .E. 1. 1�5 409331-0001 112 _ 1 _ - 16'-0- MAX. WIDTH - 405771=0002 061166-0002 -' INTERIOR ELEVATION ,s SCALE: 1/16 =1' _ _ '. •F r:/,I•-�%I���� IMms OTMEJMmr SPECPim pNE AD -E JDAT DRAbwC. �• .'^ 'j NE DRA.wc u.D/DR TCMNIGL wroawrOR (Nn.s raa.sn.s ARE ..r o.Towwta a o GDD DTruwS. oRwrR tn: - ,VJt 6LOAD, 180/281 /381, SREFT rs THE PROPERTY or OVERHEAD DOOR wrtvortATOR �m'" -. - ;`' :.S=2Tj/37.5 PSF. OR rts suesmwn AND r urwm w ODWDERa TnR P. sc.s a.. vc ;"�• °1'" "'°'8" O G.J.MOORE 1 1 18 94 ERGmEERwC ruruti ASlSTST.WCE PDRPOSES OKY. wTERVy (NECKED AHDer: / / +--_ 16'-0" MAX G "D�M XW..o m, nnc„c,rs N/A ADA JOHNSON 1 2 01 94� KE MSIOR a OVERHEAD DOOR CORPOWOw .R.(N wr .. a . swm.- •'^v APPUDDTRYS,: tMrt O< uCwSIME' MPRO.•ED DY: RUYBER ®- 408832 RfU THTS SHEET AT ANY ITME NONE EACH I S.B000HER 12/01 /94 SCE: 3/8 1 sww I er 2 DESCRPTIOR DATE qD REV PER EN 10099 Ot 09 98 REV PER EN 11060 05 29 02 REV PER EN 11205 11 12/02 .108 STK 1--,070 STK 0 0 2-11/16 0 0 I� 2-13/32 P/N 409808-0001 TOP FIXTURE 2-9/32 1" 000 3-3/16 0 0 000 .070 MIN 1 -3/32 � L' � 1-3/4 o +0 0 o 1� 2-1/2 H 2-1/4 .090 MIN 7/16 .108 MIN 2-11/32 .091 MIN 0 3-9/16 10 0 O o o 0 t--1 2-7/16 P/N 405771 -XXXX BOTTOM FIXTURE 2-1/4 1/8 7-7/8 5/8 .030 THK LENGTH = DOOR WIDTH - i" P/N 400650-0001. ROLLED HS-1 STRUT t-11/32 �0�0 27/32 0 P/N 407603-0001 CENTER HINGE P/N 405742-0001 BRACKET ROLLER SHAFT T I� 3 � � LENGTT= DOOR WIDTH t f.065 REF P/N 607935-0005 STRUCTURAL TUBING RECTANGULAR .065 THK. END STILE WITH CLOSED END CAP 2 P/N 408794-0001.2.3 SCREW P/N 60591 1 -0001 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 2 P/N 408794-0001.2.3 SCREW P/N 605911-0001 P/N 405964 & 046450, BRACKET SCAB F'kRT NUMBER "L" 405964-0001 3-1/4" 01'5450-0003 4" 5-1/8 --{ 7/16 DIA I—�- f-13/16 DIA 11 7/16 ----j �--- P/N 061166-0002, RCLLER ASSY SECTION "B-B" SECTION "C-C" o 0 0 2-1/16 THROW 0 4 5/8 . co 0 0 0 �--3� P/N 409334-0001 SLIDE LOCK ASSY ORANGE COUNtY BU[[till�l� off 4-3/8 �� 0 0 0 2-3/8 O 108 MIN P/N 405964-0002, BRACKET SCAB JOINT 3.00 � � � 3/4 0 2.00 T O P/N 405831-0003 STRUT STRAP 7-9/16 CENTER STILE REF P/N 408680-0004,5,6 a 7/76 I 7/16 DIA REF 1 —13/ 16 DIA REF I P/N 061166-0001. ROLLER ASSY TR-3 I 2-9/32-I i .070 MIN "H ki 3-3/16 0 J_ P/N 407605-XXXX. END HINGE PART NUMBER 407605-0002 .85 407605-0003 407605-0004 pliq 407605-0005 OFFICE SERIES SELECTION GUIDE SERIES INSULATION PANEL GAGE 184 YES* STD .021'Z' 185 FLUSH i02.1 186 YES* FLUSH —:", 021 189 RANCFj� �021; 281 •• a- 018�=- 284 285 ANCN" `= U7`$ 381 384>J3Fi 385-'�tti%YE ';'?:-'• RANCH`?_ STEEL HS-1 STRU,. --' P/N 400650-0001 uRum otsurwLSE Summ) pMEAD p "'WE .•tea Tw: D —C A"D/OR tECRwtj1 WWMADpR w TRS tAVD4p,S Aa ., R,b(S:TaDiwR23 0" C QOq O41AS. DRA— m; s"EET 5 T1Q prtDPERTr OF O+EAIQM DOOR C9IIPORATIDR ^ w%E ArcEs d..o:„r.:.e.eo„ o trAws _ G.J. MOORE T tw 5 SUnOWTT AAm IS Un ED N COWME"CE FOR �apR�rs ow[m6 : R z' EMinEERNG AND MUTUAL ASSM44M PURPOSES MY, wT[TML C"[CA'ED 6r: ARD wr -M BE R[PRODUCED OR USED TO 1N "ACME _ , y ,R,nbrs N/A ADA JOHNSON 1 1 %2 A" "'m D540SED MWN WMA n¢ E%PRM . V•r pERu5SO4 OF OVUWAD DOOR CORPOPATM r C" MAY , ® Jeo.o• A-PUED EASURL PpRo'm try: . REEAII Tws SHM AT ANY TMC NONE EACH &BOUCHER 11/2 E ..._ v. OAD. �80/281 /3E 25/37.5 PSF, 16'-0" MAX W� ®- 408832 S/94 SCAE; 3/8 s"m 2 or 0 M E � � U U v 000 i v3 �t o Lot Number: Address: box is for administrative purposes only and is not part of the engineer revie . or:EAST COAST LUMBER- PLANT #1 Job Reference:SB32T - Engle Homes/SB32T-FL/Master #4008 ROBBINS I 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 T06062786 06/26/2006 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 ANSI/TPI 1-2002, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 106/261061 FG15 5 06/26106 7T7 9 06126/06 FT4 13 06/26/06 FT7 17 1061261061FT71 21 06/26/06 FTt6 Date Mark 2 06/26106 FG77 6 06/26/06 FT2 10 06/26/06 FT4A 14 06/26/06 FT8 18 06126/06 FT12 22 06/26/06 FT78 B -/! - ; c>04- Date Mark 3 06/26/06 FG20 7 06/26I06 Ft3 tt 106/26/061 FT5 15 06/26/06 F7MT 19 106126/061 FT13 23 106/26/061 FT19 Date Mark 4 106/26/061 FG21 8 106126/061 FT3A 12 106/26/061 FT6 16 06/26/06 FT10 20 106/26106T FT14 24 06/26/06 FT23 Index Page 1 of 1 Standard Loadin T.C. Live 40 psf T.0 Dead 10 psf B.0 Live 0 psf B.C. Dead 5 psf Total 55 psf Notes: Refer to individual truss design drawings for special loading conditions. PLANS REVIEWED `17Y OF SANFORD Truss Design Engineer: Michael S. Magid License u: 53681 Address: P.O. Box 280055, Tampa, FL 33682 �,�.�`G E � Sic.•�Q '. N0.:3b81 r STATBtCf,i 'ti ,ON,A; " Date Sealed: 6/26/2006 Permit Number: Lot Numbed a s Miscellaneous: Address: �—a V The information in this box is for administrative purposes only and is not part of the engineer review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SB32T - Engle Homes/SB32T-RF/Master #4008 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 T06062850 06/26/2006 41 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 responsibdty of the Building Designer, as defined in ANSI/TPI 1-2002, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Ouestions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 1 106/26/061 H 1 I 5 06126/06 H4A 9 06126/06 H7 13 06126/06 H10 17 06/26/06 T73A 21 06/26/06 Tt9 25 06/26/06 G23 29 06/26/06 V8 33 06/26/06 MV2 37 06/26/06 EJ7A 41 106126/061 CJ 1 Date Mark 1 2 106/26/061 H2 I 6 06/26106 HS 10 06/26/06 H8 14 06/26/06 H11 18 06/26/06 G14 22 06/26106 G20 26 06/26106 M24 30 06/26/06 V4 34 106/261061 HJ7 38 1 06/26/06 EJ3 Date Mark 1 3 106/26/061 H3 I 7 06126/06 1 H5A 11 1061261061 T9 15 06/26/06 H 12 19 1061261061 H 15 23 06/26/06 M21 27 06126/06 H25 31 06126/06 MV6 35 06/26/06 HJ3 39 106/26/061 CJS Date Mark 4 06/26/06 Ha 8 06126/06 H6 12 06/26106 T9A 116 06/26106 T13 20 06/26/061 H 16 24 66/26/06 GE22 28 106/26106T H26 32 1061261061 MV4 36 1061261061 EJ7 40 1061261061 CJ3 Index Page 1 of 1 Standard Loadin T.C. Live 20 psf T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSVASCE7-02 Wind Speed - 120 MPH Mean Roof Ht. - 25 FT Exposure Catergory - B Occupancy Factor - 1.00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. �E g REV IE VYED 711;,"Y ®E SANFORD Truss Design Engineer: Vuong Phan License #: 62111 Address: P.O. Box 280055, Tampa. FL 33682 �.+il%- t%G py�a,+ NO, 62111 StAT1 OF Date Sealed: 6/26/2006 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 engineers review. Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference: S B33SH RT - Engle Homes/SB33SHRT/Master #3786 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 TO5112429 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 responslbllty of the Building Designer, as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark Date Mark 1 111/23/051 H40 2 11/23/05 Hal 5 111/23/051 EJ7P 6 11/23/05 CJSP Date Mark 3 111/23/05 M41 7 Ili/23/051 CJ3P Date Mark 4 111/23/05HJ7P 8 11/23/05 CJ1P Standard Loading: T.C. Live 20 psi 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. PLANS REV�g ED 71w7Y OF SWORD Truss Design Engineer: Michael S. Magid License #: 53681 Address: P.O. Box 280055, Tampa, FL 33682 S �i t1 � 41 U� No. 53551 lE` ••4 * •f ,�0, iaTE 0 . • y�.s�oHAL Date Sealed: 11123/2005 ML1-SB32T NC EAST COAST TRUSS 2006.1 Allowable Stress Design NOTE: LOAD TABLE 2 BEAMS 1.75 X T6.000 LP LVL2250F1d•1.5E 1, THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES Dc$ r.,N CO1:RE. EP OF 2 - PLIES FASTENED THE VERTICAL LOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.-OGE-r.EP. IREFEP -0 NOTES) . LOADING. DEFLECTION (IMITATIONS. FRAMING (DIMENSIONS MEASURED FROM LEFT ENO OF SPAN OR CANTILEVER.) METHODS. WIND AND SEISMIC BRACING. AND OTHER LATERAL BRACING THAT IS ALWAYS REQUIRED IS C•i STR1 SJT i 0:4 SOURCE '.... TO?/`7DE _CAD FPOY. TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT - i1J-Si: F--IIJ-Si: OR ARCHITECT. JNf FORM ROOF •'✓E.L. D - 300 ? F 07-00-00 10-00-00 G.90 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNi FCP111 PCCF LIVE TC? 240 ?LF 0-1-00-00 10-00-00 1.25 LATERAL STABILITY. UNFOR}i ?.Ou^F DEA-v -CF' tJ0 ? F 00-00-00 05-00-00 0.90 3. DO NOT CUT, NOTCH OR DRILL LP LVL. UNIFORM ROCF LIVE TOE' SO ? F OC-00-00 05-00-00 1.25 4. SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM i:ALJ DEAD -OP 55 ?LF 00-00-00 10-00-00 0.90 5. VERIFY DIMENSIONS BEFORE CUTTING UN FOR?: BEAM WEIGH7 16 P 00-00-00 10-00-00 0.90 LP LVL TO SIZE. CONCE:JTRATED FOCF ?D - 3613 BS -G0-00 `7BRG-2.50" 41: 0.90 6. THIS LP LVL IS TO BE USED AS A CC:iCEN7RA-ED ?.00F _ i �_ -�. 2291. LES G6-00-00 NBRC=2. 5 ' . 25 ROOF BEAM ONLY. MAKE PROVISION FOR ADEQUATE DRAINAGE. WARNING NOTES. 7. PROVIDE COMPRESSION EDGE BRACING AT EACH END OF COMPONENT. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L•P ENGINEERED WOOD PRODUCTS. DESIGN ASSUMES COMPONENTS CARRIED AKE APPLIED TO TOP EDGE OF LP LVL. SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3.1/2•) NAILS AT 12- OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4•) MAY BE USED. BUT HALF MUST BE DRIVEN FROM FArH FACE CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL SUPPOR- REACTIONS ('-BS): MAXIMUH S E A R I N G N 0 "I B E R DOWN - 5560 UPLIF- MIN EEARING SIZES (IN-SX) 0 3- 0 MAX 1MJl4 DEFLECT i ONS CAi.CJLA-ED n:LOtJAELE LIVE LCAD 0.06" 0.49" 'DEAD LOAD 0.12" TOTAL LOAD 0.14" 0.651, Handling 6 Erection USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP (JOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BY A DESIGN PROFESSIONAL. PROVIDE RESTRAINT AT CONCENTRA T ED 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 MSI: 0.52 DESIGN CRITERIA VSI: 0.38 L-VE LOAD 20 ?SF DEAD LOAD - 20 ?SF -OTAL LOAD = 40 ?SF ROOF LEFT SPAN CARR. : 0.00 FT ROOF FIGHT SPAN CARR. : 0.00 FT DEFLECTION CP.I-EP.IA : LIVE LOAD DEFL: L / 24C TOTAL LOAD DEFf: _ / 130 CODE CON,?Li AF:CES : i CBO ER-5004 CCN.0 11513-R N.Y. CITY MEA 97-94-E WISCONS:N 200124-it City RR 25167 NER 622 HUD IdP. 1214D 12 0 16.000 us 1.0 T13. 50 0 CROSS SECT:ON 10- 0- 0 THIS DRAWING IS NOT TO SCALE Temporary and permanent bracing for holding component The use of this component shall be specified by Ile designer of the plumb and for resisting lateral forces shall be designed and complete Structure. Obtain an ire necessary Code compliance aporoval installed by others. No loads are to be applied to the and instructions from the designers of the complete structure before using component until site, .11 the framing no fe staring ere this comppnenl. If tme design Criteria listed above does not meat local completed. At no time Small loads greater than design beds building coda requbements. do not use this design. When this drawing is be applied to the Gomoonanl. signed and sealed, ine structural design is approved as shown in this drawing based on data provided by the customer. LP LVL and CTR. LP Design Criteria I.Joists are made without camber and win deflect under load. Wood inThe design and material specified are in substantial direct contact with concrete must be protected as required by code conformlty with the latest revislons of NOS no AITC ' Continuous lateral suction is assumed (wall, floor beam, etc.). LP does no Dead load defection Includes 8dJustment factor for Creep prpwde om-sile inspection. This drawing must have an Architect's or Total load deflection is instantaneous Englneees seal of.ed to be considered an Engineering documari File: C:1Robbin5VOb51SB32T1wcode.SPX LP LVL and CTR, LP I -Joist Specifications ' SuDDons and connections for LP LVL and CTR, LP I -Joists to be specific applications Common nails driven parallel to glue tines small be spaced a minimum of Clot 10d and 3' for ed 'Do not cut. noter. drill or alter LP LVL and CTR. LP I.Joism except as shown in published material from LP any use of LP LVL and CTR, LP I -Joists contrary to In. limits set forth nereon,negates any express warranty of the product and LP disclaims all Implied warranties including the implied warranties of merchantability and fitness for a particular use Software Provided By: LP Engineered Wood Producls 2706 Highway 421 North Wilmington, NC 28401 Local 910.762.9878 National Wats 800.999.9105 ( A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR DWG LP is a registered trademark of I.O.S—a-Pacific Corporation. SHEET ML J_ 06115M6 Sp ,CC Job Mark Quan Type Span Pi -Hi Left OH Right OH Engineering SB32TF FC21 1*2P FBB 70800 10600 0 0 ENGLE/SB32TF/M#17592 HO 1-6-0 HO 1-6-0 TC 7-8-0 #8xl2 4x4 2x4 4x4 #8xl2 A r.`.•' J K L B 1-6-0 D #20G-RHS-8x14 I H G \ IX� #20G-RHS-Bx14 6x8 #4x8 6x8 /• ;� W:308 W:308 R:14191 R:6129 U:5220 U:1839 BC' 7-8-0 7-8-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.587" = 1' C Yx Robbins Engineering, Inc./Online Plus' at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: Online Plus -- Version 19.0.028 East Coast Lumber RUN DATE: 08-AUG-06 Jt React Uplft Size Req'd Analysis Conforms To: •`• " •••••••••• Lbs Lbs In-Sx In-Sx FBC2004 • 2-Ply Truss • D 14191 5220 3- 8 2- 8 2 COMPLETE TRUSSES REQUIRED. ••••••••••••••• Hz = -40 Fasten together in staggered C 6130 1839 3- 8 1- 8 pattern. (1/2" bolts -OR- CSI -Size- ----Lumber---- Hz = 41 SDS3 screws -OR- 10d nails TC 0.51 2x 6 SP-#2 as each layer is applied.) BC 0.96 2x 4 SP-#2 Mombr CSI P Lbs Axl-CSI-Bnd ----Spacing (In)---- WB 0.50 2x 4 SP-#3 ----------Top Chords---------- Rows Nails Screws Bolts EX D -A 2x 8 SP-SS A -J 0.40 6554 C 0.05 0.35 TC 2 4 8 0 EX A -I 2x 4 SP-#2 J -K 0.51 8686 C 0.10 0.41 BC 1 12 23 0 EX G -B 2x 4 SP-#2 K -L 0.51 8686 C 0.10 0.41 WE 1 8 8 EX C -B 2x 8 SP-SS L -B 0.39 6554 C 0.05 0.34 Plus clusters of nails where --------Bottom Chords--------- shown. Brace truss as follows: D -I 0.16 30 T 0.00 0.16 Dosign checked for LL on BC O.C. From To I -H 0.96 6554 T 0.75 0.21 per BOCA (section 1606.2.3), TC Cont. 0- 0- 0 7- 8- 0 H -G 0.96 6554 T 0.75 0.21 IBC/IRC-2003 and FBC 2004 BC Cont. 0- 0- 0 7- 8- 0 G -C 0.15 30 T 0.00 0.15 (section 1607.1), 20.0 psf. -------------Webs------------- Design checked for 10 psf non - Loading Live Dead (psf) D -A 0.33 13940 C WindLd concurrent LL on BC. TC 20.0 15.0 A -I 0.89 7772 T Prevent truss rotation at all BC 0.0 5.0 I -J 0.36 3744 C bearing locations. Total 20.0 20.0 40.0 J -H 0.50 2528 T This truss must be installed Spacing 24.0" H -K 0.22 2323 C as shown. It cannot be Lumber Duration Factor 1.25 H -L 0.50 2528 T installed upside-down. Plate Duration Factor 1.25 G -L 0.36 3730 C NOTE: USER MODIFIED PLATES TC Fb=1.00 Fc=1.00 Ft=1.00 G -B 0.89 7771 T This design may have plates BC Fb=1.00 Fc=1.00 Ft=1.00 C -B 0.14 5886 C WindLd selected through a plate monitor. Load Case # 1 Standard Loading TL Dofl -0.07" in I -H L/999 Wind Loads - ANSI / ASCE 7-02 Lumber Duration Factor 1.25 LL Defl -0.05" in I -H L/999 Truss is designed as a Main Plate Duration Factor 1.25 DL Defl 0.00" at L/999 Wind -Force Resistance System. plf - Live Dead From To Shear // Grain in L -B 0.67 Wind Speed: 120 mph TC V 40 30 0.0' 7.7' Mean Roof Height: 25-0 BC V 0 10 0.0' 7.7' Plates for each ply each face. Exposure Category: B TC V 244 244 0.3' 7.7' PLATING CONFORMS TO TPI. Occupancy Factor : 1.00 BC V 120 120 0.0' 7.7' REPORTS: SBCCI 9761 Building Type: Enclosed TC V 110 0 0.0' 7.7' ROBBINS ENGINEERING, INC. Zone location: Exterior TC V 4115 4115 0.3' CL-LB BASED ON SP LUMBER TC Dead Load 7.0 psf USING GROSS AREA TEST. BC Dead Load 3.0 psf Load Case # 2 NonStandard Load Plate - LOCK 20 Ga, Gross Area Max comp. force 13940 Lbs Lumber Duration Factor 1.00 Plate - RHS 20 Ga, Gross Area Quality Control Factor 1.00 Plate Duration Factor 1.00 Jt Type Plt Size X Y JSI plf - Live Dead From To A# LOCK B.Ox12.0-0.9 0.9 0.95 FABRICATOR NOTES: TC V 80 20 0.0' 7.7' J LOCK 4.Ox 4.0 Ctr-0.5 0.92 1. EAST COAST LUMBER 6 SUPPLY BC V 0 10 0.0' 7.7' L LOCK 4.Ox 4.0 Ctr-0.5 0.92 MAURICE A. SHASHOUA, TC V 244 244 0.3' 7.7' B# LOCK B.Oxl2.0 0.8 1.1 1.00 P.E.#EB5251 6 19554 BC V 120 120 0.0' 7.7' D# RHS 8.Oxl4.0-0.2 2.4 0.96 5285 ST. LUCIE BLVD. TC V 110 0 0.0' 7.7' I LOCK 6.Ox 8.0-1.0 Ctr 0.99 FORT PIERCE FL. 34946 TC V 489 181 0.0' 7.7' H# LOCK 4.Ox 8.0-0.1 0.1 0.96 2. !!!CAUTION!!! READ "BCSI-B1 TC V 4115 4115 0.3' CL-LB G LOCK 6.Ox 8.0 1.0 Ctr 0.99 SUMMARY SHEET" BEFORE C# RHS 8.Oxl4.0 0.2 2.3 0.40 HANDLING , INSTALLING 6 BRACING TRUSSES. Plus 6 Wind Load Case(s) # = Plate Monitor used 3. SEE ATTACHED DETAIL SHEET Plus 1 UBC LL Load Case(s) FOR: 1-JACK NAILS. REFER TO ROBBINS ENG. GENERAL 2-TBRACE. 3-BEARING BLOCK. Checked for NonConcurrent 200 NOTES AND SYMBOLS SHEET FOR 4. DESIGNER: JRP Lbs Moving Point Load applied ADDITIONAL SPECIFICATIONS. Robbins Engineering, Inc./Online Plus'"'® 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17.25 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TF FTI 1 M100 240108 10600 0 0 ENGLE/SB32TF/M#17592 1-6-0 HO 1-6-0 m 0 Te 24-0-0 HO 1-6-0 (W)3x4 lx3 Si 1.3 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 A Y Z AA BB CC DD EE FF GG HH II JJ KK LL MM NN 00 OF B 0_,. If 4x4IS- X W V U T S R Q P O 2x3 N M L K J I H G lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx3 S2 (W) 3x4 Common Diagonal: 1-2-8 BC 24-1-8 24-1-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' U -T 0.21 0 T 0.00 0.21 T -S 0.21 0 T 0.00 0.21 Online Plus -- Version 19.0.028 S -R 0.20 0 T 0.00 0.20 RUN DATE: 08-AUG-06 R -S2 0.11 0 T 0.00 0.11 S2-Q 0.09 0 T 0.00 0.09 CSI -Size- ----Lumber---- Q -P 0.21 0 T 0.00 0.21 TC 0.08 4x 2 SP-#2 P -0 0.21 0 T 0.00 0.21 BC 0.21 4x 2 SP-#2 0 -N 0.21 0 T 0.00 0.21 WB 0.12 4x 2 SP-#3 N -M 0.21 0 T 0.00 0.21 M -L 0.21 0 T 0.00 0.21 Brace truss as follows: L -K 0.21 0 T 0.00 0.21 O.C. From To K -J 0.21 0 T 0.00 0.21 TC Cont. 0- 0- 0 24- 1- 8 J -I 0.21 0 T 0.00 0.21 BC Cont. 0- 0- 0 24- 1- 8 I -H 0.21 0 T 0.00 0.21 H -E 0.12 0 T 0.00 0.12 Loading Live Dead (psf) ------------- Webs ------------- TC 40.0 10.0 C -A 0.10 44 C 0.00 0.10 BC 0.0 5.0 C -A 0.11 44 C 0.00 0.11 Total 40.0 15.0 55.0 X -Y 0.12 138 C 0.00 0.12 Spacing 24.0" W -Z 0.12 132 C 0.00 0.12 Lumber Duration Factor 1.00 V -AA 0.12 133 C 0.00 0.12 Plate Duration Factor 1.00 U -BB 0.12 133 C 0.00 0.12 TC Fb=1.15 Fc=1.10 Ft=1.10 T -CC 0.12 133 C 0.00 0.12 BC Fb=1.10 Fc=1.10 Ft=1.10 S -DD 0.12 133 C 0.00 0.12 R -EE 0.09 133 C 0.00 0.09 Plus 1 UBC LL Load Case(s) Q -FF 0.11 133 C 0.00 0.11 P -GG 0.12 133 C 0.00 0.12 Checked for NonConcurrent 200 O -HH 0.12 133 C 0.00 0.12 Lbs Moving Point Load applied N -II 0.12 133 C 0.00 0.12 at Panel Points and Mid -panel M -JJ 0.12 133 C 0.00 0.12 on BC L -KK 0.12 133 C 0.00 0.12 K -LL 0.12 133 C 0.00 0.12 Jt React Uplft Size Req'd J -MM 0.12 133 C 0.00 0.12 Lbs Lbs In-Sx In-Sx I -NN 0.12 135 C 0.00 0.12 Cont. Brg 0- 1- 8 to 24- 0- 0 H -00 0.11 119 C 0.00 0.11 2641 0 Hz = 0 E -D 0.06 32 C 0.00 0.06 E -D 0.06 32 C 0.00 0.06 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- TL Defl 0.00" in E -E L/999 A -Y 0.08 29 C 0.00 0.08 LL Defl 0.00" in C -X L/999 Y -Z 0.08 19 C 0.00 0.08 DL Defl 0.00" at L/999 Z -AA 0.07 19 C 0.00 0.07 Shear // Grain in E -E 0.32 AA -BB 0,07 17 C 0.00 0.07 BB -CC 0.07 16 C 0.00 0.07 Plates for each ply each face. CC-DD 0.07 15 C 0.00 0.07 PLATING CONFORMS TO TPI. DD-EE 0.07 13 C 0.00 0.07 REPORTS: SBCCI 9761 EE-FF 0.07 12 C 0.00 0.07 ROBBINS ENGINEERING, INC. FF-GG 0.07 11 C 0.00 0.07 USING GROSS AREA TEST. GG-HH 0.07 11 C 0.00 0.07 Plate - LOCK 20 Ga, Gross Area HH-S1 0.07 11 C 0.00 0.07 Plate - RHS 20 Ga, Gross Area S1-II 0,07 11 C 0.00 0.07 Jt Type Pit Size X Y JSI II-JJ 0.07 11 C 0.00 0.07 Y LOCK 1.0x 4.0 Ctr-0.5 0.98 JJ-KK 0.07 11 C 0.00 0.07 Z LOCK 1.0x 4.0 Ctr-0.5 0.98 KK-LL 0.07 11 C 0.00 0.07 AA LOCK 1.0x 4.0 Ctr-0.5 0.98 LL-MM 0.07 11 C 0.00 0.07 BB LOCK 1.0x 4.0 Ctr-0.5 0.98 MM-NN 0.07 11 C 0.00 0.07 CC LOCK 1.0x 4.0 Ctr-0.5 0.98 NN-00 0.08 9 C 0.00 0.08 DD LOCK 1.0x 4.0 Ctr-0.5 0.98 00-D 0.05 17 C 0.00 0.05 EE LOCK I.Ox 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- FF LOCK I.Ox 4.0 Ctr-0.5 0.98 C -X 0.21 0 T 0.00 0.21 GG LOCK 1.0x 4.0 Ctr-0.5 0.98 X -W 0.21 0 T 0.00 0.21 HH LOCK 1.0x 4.0 Ctr-0.5 0.98 W -V 0.21 0 T 0.00 0.21 II LOCK 1.0x 4.0 Ctr-0.5 0.98 V -U 0.21 0 T 0.00 0.21 JJ LOCK 1.0x 4.0 Ctr-0.5 0.98 Scale: 0.262" = 1' KK LOCK 1.0x 4.0 Ctr-0.5 0.98 LL LOCK 1.0x 4.0 Ctr-0.5 0.98 MM LOCK 1.Ox 4.0 Ctr-0.5 0.98 NN LOCK I.Ox 4.0 Ctr-0.5 0.98 00 LOCK 1.0x 4.0 Ctr-0.5 0.98 C LOCK 4.Ox 4.0 Ctr 0.5 0.72 X LOCK 1.0x 4.0 Ctr 0.5 0.98 W LOCK I.Ox 4.0 Ctr 0.5 0.98 V LOCK 1.0x 4.0 Ctr 0.5 0.98 U LOCK 1.0x 4.0 Ctr 0.5 0.98 T LOCK I.Ox 4.0 Ctr 0.5 0.98 S LOCK I.Ox 4.0 Ctr 0.5 0.98 R LOCK I.Ox 4.0 Ctr 0.5 0.98 Q LOCK 1.0x 4.0 Ctr 0.5 0.98 P LOCK 1.0x 4.0 Ctr 0.5 0.98 O LOCK l.Ox 4.0 Ctr 0.5 0.98 N LOCK 1.10x 4.0 Ctr 0.5 0.98 M LOCK I.Ox 4.0 Ctr 0.5 0.98 L LOCK 1.Ox 4.0 Ctr 0.5 0.98 K LOCK 1.0x 4.0 Ctr 0.5 0.98 J LOCK 1.0x 4.0 Ctr 0.5 0.98 I LOCK 1.0x 4.0 Ctr 0.5 0.98 H LOCK 1.0x 4.0 Ctr 0.5 0.98 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 138 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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: JRP Robbins Engineering. Inc./Online Plus `° 0 1996.2006 Version 19.0.028 Engineering - Ponrait 8/9/2006 8:17.25 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TF FT2 5 M150 240108 10600 0 0 ENGLE/SB32TF/M#17592 HO 1-6-0 G N v HO 1-6-0 O TC" i ° 2-0-0 O m lx3 SPL lx3 4x6 4x4 3x3 3x3 4x4 lx4 lx4 3x33x4 3x3 3x3 4x4 4x6 E T U v W A Ft C X BB Y - Z AA H J _ \ \ t _ 4x4 S R Q PT- B D 0 N M 2x3 L K 4x4 4x4 3x3 3x3 4x4 3x3 3x3 3x3 4x4 4x4 S1 _\ (W)20G-RHS-3x10 W:308 Common Diagonal: 1-3-0 W:308 )f6@7 R: 1088 R: BC' 12-0-12 12-0-12 24-1-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.260" = 1' Robbins Enaineerino, inc./Online P)us- R -Q 0.62 3188 T 0.22 0.40 Z LOCK 3.Ox 3.0-0.2 Ctr 0.98 Q -P 0.73 4128 T 0.68 0.05 AA LOCK 4.Ox 4.0 Ctr-0.5 0.89 Online Plus -- Version 19.0.028 P -S1 0.79 4663 T 0.76 0.03 H LOCK 4.Ox 6.0 Ctr-0.5 0.96 RUN DATE: 08-AUG-06 S1-B 0.85 4663 T 0.56 0.29 G LOCK 4.Ox 4.0 Ctr 0.5 0.72 B -D 0.89 4734 T 0.55 0.34 S LOCK 4.Ox 4.0-0.8 0.5 0.99 CSI -Size- ----Lumber---- D -0 0.87 4657 T 0.57 0.30 R LOCK 4.Ox 4.0 Ctr 0.5 0.89 TC 0.75 4x 2 SP-#2 0 -N 0.73 4127 T 0.68 0.05 Q LOCK 3.Ox 3.0-0.2 Ctr 0.98 BC 0.89 4x 2 SP-#1 N -M 0.62 3187 T 0.22 0.40 B LOCK 4.Ox 4.0-0.5 0.5 0.62 WB 0.55 4x 2 SP-#3 M -L 0.51 1866 T 0.12 0.39 D LOCK 3.Ox 3.0 0.2 Ctr 1.01 L -I 0.25 0 T 0.00 0.25 N LOCK 3.Ox 3.0 0.2 Ctr 0.98 Brace truss as follows: -------------Webs------------- M LOCK 4.Ox 4.0 Ctr 0.5 0.89 O.C. From To G -E 0.11 594 C L LOCK 4.Ox 4.0 0.8 0.5 0.99 TC Cont. 0- 0- 0 24- 1- 8 G -E 0.11 594 C BC Cont. 0- 0- 0 24- 1- 8 E -S 0.55 1393 T S -T 0.26 1310 C REFER TO ROBBINS ENG. GENERAL Loading Live Dead (psf) T -R 0.39 995 T NOTES AND SYMBOLS SHEET FOR TC 40.0 10.0 R -U 0.19 968 C ADDITIONAL SPECIFICATIONS. BC 0.0 5.0 U -Q 0.28 713 T Total 40.0 15.0 55.0 Q -V 0.13 684 C NOTES: Spacing 19.2" V -P 0.17 440 T Trusses Manufactured by: Lumber Duration Factor 1.00 P -W 0.10 500 C East Coast Lumber Plate Duration Factor 1.00 W -B 0.24 602 T Analysis Conforms To: TC Fb=1.15 Fc=1.10 Ft=1.10 B -A 0.07 384 C FBC2004 BC Fb=1.10 Fc=1.10 Ft=1.10 D -C 0.06 340 C Design checked for LL on BC D -X 0.22 565 T per BOCA (section 1606.2.3), Plus 2 Unbalanced Load Cases X -0 0.09 483 C IBC/IRC-2003 and FBC 2004 Plus 1 UBC LL Load Case(s) O -Y 0.17 432 T (section 1607.1), 20.0 psf. Plus 1 BC LL Load Case(s) Y -N 0.13 684 C Design checked for 10 psf non- N -Z 0.28 712 T concurrent LL on BC. Checked for NonConcurrent 200 Z -M 0.19 967 C Provide 2X6 continuous Lbs Moving Point Load applied M -AA 0.39 995 T strongbacks (on edge) every at Panel Points and Mid -panel AA-L 0.26 1310 C 10.0 Ft. Fasten to each on BC L -H 0.55 1393 T truss w/ 3-16d nails at I -H 0.11 594 C truss member(s). Jt React Uplft Size Req'd I -H 0.11 594 C This truss must be installed Lbs Lbs In-Sx In-Sx as shown. It cannot be G 1088 0 3- 8 1- 8 TL Defl -0.68" in B -D L/412 installed upside-down. I 1087 0 3- 8 1- 8 LL Defl -0.50" in B -D L/559 Max comp. force 4734 Lbs DL Defl -0.36" at D L/774 Quality Control Factor 1.25 Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in W -A 0.33 ----------Top Chords---------- FABRICATOR NOTES: E -T 0.28 985 C 0.01 0.27 Plates for each ply each face. 1. EAST COAST LUMBER 6 SUPPLY T -U 0.33 2536 C 0.06 0.27 PLATING CONFORMS TO TPI. MAURICE A. SHASHOUA, U -V 0.40 3668 C 0.22 0.18 REPORTS: SBCCI 9761 P.E.#EB5251 6 19554 V -W 0.58 4398 C 0.34 0.24 ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. W -A 0.75 4734 C 0.12 0.63 USING GROSS AREA TEST. FORT PIERCE FL. 34946 A -C 0.75 4734 C 0.12 0.63 Plate - LOCK 20 Ga, Gross Area 2. !!!CAUTION!!! READ "SCSI-B1 C -X 0.71 4734 C 0.12 0.59 Plate - RHS 20 Ga, Gross Area SUMMARY SHEET" BEFORE X -BB 0.32 4397 C 0.21 0.11 Jt Type Plt Size X Y JSI HANDLING , INSTALLING 6 BB-Y 0.58 4397 C 0.34 0.24 E LOCK 4.Ox 6.0 Ctr-0.5 0.96 BRACING TRUSSES. Y -Z 0.40 3666 C 0.22 0.18 T LOCK 4.Ox 4.0 Ctr-0.5 0.89 3. SEE ATTACHED DETAIL SHEET Z -AA 0.33 2536 C 0.06 0.27 U LOCK 3.Ox 3.0 0.2 Ctr 0.98 FOR: 1-JACK NAILS. AA-H 0.28 985 C 0.01 0.27 W LOCK 4.Ox 4.0-0.3-0.5 0.63 2-TBRACE. 3-BEARING BLOCK. --------Bottom Chords--------- A LOCK 1.0x 4.0 Ctr-0.5 0.98 4. DESIGNER: JRP G -S 0.22 0 T 0.00 0.22 C LOCK 1.0x 4.0 Ctr-0.5 0.98 S -R 0.51 1867 T 0.12 0.39 X LOCK 3.Ox 3.0-0.2 Ctr 1.01 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17:26 AM Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Engineering SB32TF FT3 2 M150 231008 10600 0 0 ENGLE/SB32TF/M#17592 HO 1-6-0 HO 1-6-0 C P O O TC m 2-0-0 Ln 4x4 lx3 4x6 4x4 3x3 3x3 3x3 lx4 lx4W(WI3x4 3x3 3x3 4x4 4x6 E S T U V A C S2 X Y Z GI 1-6-0 F \ \\ H 2x3 A Q P O B D N M L K J 2x3 4x4 4x4 3x3 3x3 S1 3x3 4x4 3x3 3x3 4x4 4x4 lx3 (W)20G-RHS-3x10 Common Diagonal: 1-3-0 HGR W:308 R:1081 R:1082 BC' 12-0-12 11-9-12 23-10-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.263" = 1' Robbins Engineering, Inc./Online Plus- F -R 0.27 0 T 0.00 0.27 C LOCK 1.0x 4.0 Ctr-0.5 0.98 R -Q 0.64 1855 T 0.16 0.48 W LOCK 4.Ox 4.0 0.5-0.5 0.75 Online Plus -- Version 19.0.028 Q -P 0.78 3166 T 0.28 0.50 Y LOCK 3.Ox 3.0-0.2 Ctr 0.97 RUN DATE: 08-AUG-06 P -0 0.90 4095 T 0.85 0.05 Z LOCK 4.Ox 4.0 Ctr-0.5 0.88 0 -S1 1.00 4615 T 0.96 0.04 G LOCK 4.Ox 6.0 Ctr-0.5 0.95 CSI -Size- ----Lumber---- S1-B 0.87 4615 T 0.57 0.30 R LOCK 4.Ox 4.0-0.8 0.5 0.99 TC 0.76 4x 2 SP-#2 B -D 0.89 4686 T 0.55 0.34 Q LOCK 4.Ox 4.0 Ctr 0.5 0.88 BC 1.00 4x 2 SP-#2 D -N 0.85 4628 T 0.51 0.34 P LOCK 3.Ox 3.0-0.2 Ctr 0.97 EX S1-H 4x 2 SP-#1 N -M 0.72 4098 T 0.67 0.05 D LOCK 4.Ox 4.0 0.5 0.5 0.74 WB 0.55 4x 2 SP-#3 M -L 0.62 3168 T 0.22 0.40 M LOCK 3.Ox 3.0 0.2 Ctr 0.97 L -K 0.51 1857 T 0.12 0.39 L LOCK 4.Ox 4.0 Ctr 0.5 0.88 Brace truss as follows: K -H 0.25 0 T 0.00 0.25 K LOCK 4.Ox 4.0 0.8 0.5 0.99 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 23-10- 8 F -E 0.11 591 C BC Cont. 0- 0- 0 23-10- 8 F -E 0.11 591 C REFER TO ROBBINS ENG. GENERAL E -R 0.55 1385 T NOTES AND SYMBOLS SHEET FOR Loading Live Dead (psf) R -S 0.26 1302 C ADDITIONAL SPECIFICATIONS. TC 40.0 10.0 S -Q 0.39 987 T BC 0.0 5.0 Q -T 0.19 960 C NOTES: Total 40.0 15.0 55.0 T -P 0.28 704 T Trusses Manufactured by: Spacing 19.2" P -U 0.13 677 C East Coast Lumber Lumber Duration Factor 1.00 U -0 0.17 426 T Analysis Conforms To: Plate Duration Factor 1.00 0 -V 0.09 474 C FBC2004 TC Fb=1.15 Fc=1.10 Ft=1.10 V -B 0.22 552 T Design checked for LL on BC BC Fb=1.10 Fc=1.10 Ft=1.10 B -A 0.06 332 C per BOCA (section 1606.2.3), D -C 0.08 434 C IBC/IRC-2003 and FBC 2004 Plus 2 Unbalanced Load Cases D -W 0.25 641 T (section 1607.1), 20.0 psf. Plus 1 UBC LL Load Case(s) W -N 0.10 511 C Design checked for 10 psf non - Plus 1 BC LL Load Case(s) N -X 0.17 443 T concurrent LL on BC. X -M 0.13 676 C Provide 2X6 continuous Checked for NonConcurrent 200 M -Y 0.28 705 T strongbacks (on edge) every Lbs Moving Point Load applied Y -L 0.19 961 C 10.0 Ft. Fasten to each at Panel Points and Mid -panel L -Z 0.39 988 T truss w/ 3-16d nails at on BC Z -K 0.26 1303 C truss member(s). K -G 0.55 1386 T This truss must be installed Jt React Uplft Size Req'd H -G 0.11 591 C as shown. It cannot be Lbs Lbs In-Sx In-Sx H -G 0.11 591 C installed upside-down. F 1081 0 3- 8 1- 8 Max comp. force 4686 Lbs H 1082 0 3- 8 1- 8 TL Defl -0.68" in B -D L/413 Quality Control Factor 1.25 LL Defl -0.50" in B -D L/559 Membr CSI P Lbs Axl-CSI-Bnd DL Defl -0.36" at B L/770 FABRICATOR NOTES: ----------Top Chords---------- Shear // Grain in C -W 0.41 1. EAST COAST LUMBER 6 SUPPLY E -S 0.28 979 C 0.01 0.27 MAURICE A. SHASHOUA, S -T 0.33 2520 C 0.06 0.27 Plates for each ply each face. P.E.#EB5251 S 19554 T -U 0.40 3640 C 0.22 0.18 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. U -V 0.57 4361 C 0,33 0.24 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 V -A 0.68 4686 C 0.11 0.57 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-B1 A -C 0.76 4686 C 0.12 0.64 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE C -W 0.76 4686 C 0.12 0.64 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 W -S2 0.34 4364 C 0.33 0.01 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. S2-X 0.57 4364 C 0.33 0.24 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET X -Y 0.40 3643 C 0.22 0.18 E LOCK 4.Ox 6.0 Ctr-0.5 0.95 FOR: 1-JACK NAILS. Y -Z 0.33 2521 C 0.06 0.27 S LOCK 4.Ox 4.0 Ctr-0.5 0.88 2-TBRACE. 3-BEARING BLOCK. Z -G 0.28 980 C 0.01 0.27 T LOCK 3.Ox 3.0 0.2 Ctr 0.97 4. DESIGNER: JRP --------Bottom Chords--------- A LOCK 1.Ox 4.0 Ctr-0.5 0.98 Robbins Engineering, IncdOnline Plus" C 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17:27 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TF �FT3A 2 M150 230808 10600 0 0 ENGLE/SB32TF/M#17592 HO 1-6-0 TC 4x6 4x4 E 0 1-6-0 F 2x3 HGR R:1073 BC 3x3- 0-12 3x3 R S 8-4 2-0-0 9-2 9-2 SPL 3x3 lx4 lx4 4x10 T A C U HO 1-6-0 3x3 3x3 4x4 4x6 V W X G P O N M B D L K J 4x4 4x4 3x3 3x3 3x3 4x4 3x3 3x3 4x4 S1 (W)20G-RHS-3x10 Common Diagonal: 1-3-0 H 1 � 2x3 4x4 W:308 R:1075 12-0-12 11-7-12 23-8-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.266" = 1 Robbins Engineering, Inc./Online Plus' P -0 0.63 1841 T 0.15 0.48 U LOCK 4.0x10.0 Ctr-0.5 0.81 0 -N 0.78 3138 T 0.28 0.50 W LOCK 3.Ox 3.0-0.2 Ctr 0.95 Online Plus -- Version 19.0.028 N -M 0.90 4054 T 0.85 0.05 X LOCK 4.Ox 4.0 Ctr-0.5 0.87 RUN DATE: 08-AUG-06 M -S1 1.00 4558 T 0.95 0.05 G LOCK 4.Ox 6.0 Ctr-0.5 0.94 S1-B 0.88 4558 T 0.56 0.32 P LOCK 4.Ox 4.0-0.8 0.5 0.98 CSI -Size- ----Lumber---- B -D 0.92 4620 T 0.54 0.38 0 LOCK 4.Ox 4.0 Ctr 0.5 0.87 TC 0.73 4x 2 SP-#2 D -L 0.87 4488 T 0.49 0.38 N LOCK 3.Ox 3.0-0.2 Ctr 0.95 BC 1.00 4x 2 SP-#2 L -K 0.71 4054 T 0.66 0.05 D LOCK 4.Ox 4.0 0.5 0.5 0.60 EX S1-H 4x 2 SP-#1 K -J 0.62 3143 T 0.22 0.40 K LOCK 3.Ox 3.0 0.2 Ctr 0.95 WB 0.55 4x 2 SP-#3 J -I 0.51 1843 T 0.12 0.39 J LOCK 4.Ox 4.0 Ctr 0.5 0.87 I -H 0.25 0 T 0.00 0.25 I LOCK 4.Ox 4.0 0.8 0.5 0.98 Brace truss as follows: ------------- Webs ------------- O.C. From To F -E 0.11 587 C TC Cont. 0- 0- 0 23- 8- 8 F -E 0.11 587 C REFER TO ROBBINS ENG. GENERAL BC Cont. 0- 0- 0 23- 8- 8 E -P 0.55 1374 T NOTES AND SYMBOLS SHEET FOR P -Q 0.26 1292 C ADDITIONAL SPECIFICATIONS. Loading Live Dead (psf) Q -0 0.39 977 T TC 40.0 10.0 0 -R 0.19 949 C NOTES: BC 0.0 5.0 R -N 0.27 694 T Trusses Manufactured by: Total 40.0 15.0 55.0 N -S 0.13 667 C East Coast Lumber Spacing 19.2" S -M 0.16 418 T Analysis Conforms To: Lumber Duration Factor 1.00 M -T 0.09 465 C FBC2004 Plate Duration Factor 1.00 T -B 0.21 536 T Design checked for LL on BC TC Fb=1.15 Fc=1.10 Ft=1.10 B -A 0.06 319 C per BOCA (section 1606.2.3), BC Fb=1.10 Fc=1.10 Ft=1.10 D -C 0.06 344 C IBC/IRC-2003 and FBC 2004 D -U 0.24 618 T (section 1607.1), 20.0 psf. Plus 2 Unbalanced Load Cases U -L 0.08 435 C Design checked for 10 psf non - Plus 1 UBC LL Load Case(s) L -V 0.17 439 T concurrent LL on BC. Plus 1 BC LL Load Case(s) V -K 0.13 662 C Provide 2X6 continuous K -W 0.27 692 T strongbacks (on edge) every Checked for NonConcurrent 200 W -J 0.19 953 C 10.0 Ft. Fasten to each Lbs Moving Point Load applied J -X 0.39 980 T truss w/ 3-16d nails at at Panel Points and Mid -panel X -I 0.26 1293 C truss member(s). on BC I -G 0.55 1376 T This truss must be installed H -G 0.11 587 C as shown. It cannot be it React Uplft Size Req'd H -G 0.11 587 C installed upside-down. Lbs Lbs In-Sx In-Sx Max comp. force 4620 Lbs F 1074 0 3- 8 1- 8 TL Defl -0.66" in B -D L/421 Quality Control Factor 1.25 H 1075 0 3- 8 1- 8 LL Defl -0.49" in B -D L/571 DL Defl -0.36" at B L/780 FABRICATOR NOTES: Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in H -H 0.32 1. EAST COAST LUMBER 6 SUPPLY ----------Top Chords---------- MAURICE A. SHASHOUA, E -Q 0.28 972 C 0.01 0.27 Plates for each ply each face. P.E.#EB5251 S 19554 Q -R 0.33 2499 C 0.06 0.27 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. R -S 0.39 3605 C 0.21 0.18 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 S -T 0.57 4313 C 0.33 0.24 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-B1 T -A 0.66 4620 C 0.11 0.55 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE A -C 0.73 4620 C 0.11 0.62 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 C -U 0.73 4620 C 0.11 0.62 Plate - RES 20 Ga, Gross Area BRACING TRUSSES. U -V 0.39 4327 C 0.26 0.13 it Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET V -W 0.43 3609 C 0.23 0.20 E LOCK 4.Ox 6.0 Ctr-0.5 0.94 FOR: 1-JACK NAILS. W -X 0.33 2502 C 0.06 0.27 Q LOCK 4.Ox 4.0 Ctr-0.5 0.87 2-TBRACE. 3-BEARING BLOCK. X -G 0.28 973 C 0.01 0.27 R LOCK 3.Ox 3.0 0.2 Ctr 0.95 4. DESIGNER: JRP --------Bottom Chords--------- A LOCK 1.0x 4.0 Ctr-0.5 0.98 F -P 0.27 0 T 0.00 0.27 C LOCK 1.0x 4.0 Ctr-0.5 0.98 Robbins Engineering, Inc./Online Plus'" 0 1996.2005 Version 19.0.028 Engineering -Portrait 8/9/2006 8:17:27 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TF FT4A F4 M150 210708 10600 0 0 ENGLE/SB32TF/M#17592 HO 1-6-0 HO 1-6-0 0 0 TC 9-8 2-0-0 1 (W)3x4 5x6 4x4 1 3x3 - 0 3x3 S2 3x3 3x3 3x3 3x3 4x4 5x6 E Q R S W A C T U V G 1-6-0 2x3 P O N M B D L K J 1 ` 2x3 5x6 4x4 3x3 3x3 lx4 2x3 3x3 Sl 3x3 4x4 5x6 HGR Common Diagonal: 1-3-0 (W)20G-RHS-3x10 W:308 R:1228 R:1229 BC' 10-11-0 10-8-8 21-7-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.290" = 1' Robbins Engineering, Inc./Online Plus" F -P 0.14 0 T 0.00 0.14 V LOCK 4.Ox 4.0 Ctr-0.5 0.96 P -0 0.33 2085 T 0.08 0.25 G LOCK 5.Ox 6.0 Ctr-1.0 0.87 Online Plus -- Version 19.0.028 0 -N 0.41 3502 T 0.15 0.26 P LOCK 5.Ox 6.0 Ctr 1.0 0.87 RUN DATE: 08-AUG-06 N -M 0.50 4431 T 0.47 0.03 0 LOCK 4.Ox 4.0 Ctr 0.5 0.96 M -B 0.71 4823 T 0.37 0.34 N LOCK 3.Ox 3.0-0.2 Ctr 0.97 CSI -Size- ----Lumber---- B -D 0.76 4823 T 0.37 0.39 B LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.61 4x 2 SP-#2 D -L 0.76 4823 T 0.37 0.39 D LOCK 2.Ox 3.0 0.2 Ctr 0.60 BC 0.76 4x 2 SP-SS L -S1 0.50 4431 T 0.47 0.03 K LOCK 3.Ox 3.0 0.2 Ctr 0.97 EX S1-H 4x 2 SP-#2 S1-K 0.99 4431 T 0.93 0.06 J LOCK 4.Ox 4.0 Ctr 0.5 0.96 WB 0.62 4x 2 SP-#3 K -J 0.79 3506 T 0.29 0.50 I LOCK 5.Ox 6.0 Ctr 1.0 0.87 J -I 0.65 2086 T 0.17 0.48 Brace truss as follows: I -H 0.28 0 T 0.00 0.28 O.C. From To -------------Webs------------- REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 21- 7- 8 F -E 0.13 671 C NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 21- 7- 8 F -E 0.13 671 C ADDITIONAL SPECIFICATIONS. E -P 0.62 1558 T Loading Live Dead (psf) P -Q 0.29 1462 C NOTES: TC 40.0 10.0 Q -0 0.42 1070 T Trusses Manufactured by: BC 0.0 5.0 0 -R 0.20 1035 C East Coast Lumber Total 40.0 15.0 55.0 R -N 0.28 708 T Analysis Conforms To: Spacing 24.0" N -S 0.13 673 C FBC2004 Lumber Duration Factor 1.00 S -M 0.21 545 T Design checked for LL on BC Plate Duration Factor 1.00 M -A 0.12 645 C per BOCA (section 1606.2.3), TC Fb=1.15 Fc=1.10 Ft=1.10 B -A 0.12 321 T IBC/IRC-2003 and FBC 2004 BC Fb=1.10 Fc=1.10 Ft=1.10 D -C 0.16 404 T (section 1607.1), 20.0 psf. C -L 0.14 710 C Design checked for 10 psf non - Plus 2 Unbalanced Load Cases L -T 0.23 580 T concurrent LL on BC. Plus 1 UBC LL Load Case(s) T -K 0.13 670 C Provide 2X6 continuous Plus 1 BC LL Load Case(s) K -U 0.28 705 T strongbacks (on edge) every U -J 0.20 1038 C 10.0 Ft. Fasten to each Checked for NonConcurrent 200 J -V 0.42 1072 T truss w/ 3-16d nails at Lbs Moving Point Load applied V -I 0.29 1462 C truss member(s). at Panel Points and Mid -panel I -G 0.62 1559 T This truss must be installed on BC H -G 0.13 672 C as shown. It cannot be H -G 0.13 672 C installed upside-down. Jt React Uplft Size Req'd Max comp, force 4823 Lbs Lbs Lbs In-Sx In-Sx TL Defl -0.56" in B -D L/447 Quality Control Factor 1.25 F 1229 0 3- 8 1- 8 LL Defl -0.42" in B -D L/604 H 1230 0 3- 8 1- 8 DL Defl -0.30" at B L/838 FABRICATOR NOTES: Shear // Grain in D -L 0.38 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 S 19554 E -Q 0.35 1101 C 0.01 0.34 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. Q -R 0.42 2805 C 0.08 0.34 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 R -S 0.52 3978 C 0.27 0.25 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ 11SCSI-B1 S -S2 0.44 4671 C 0.24 0.20 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE S2-A 0.55 4671 C 0.10 0.45 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 A -C 0.61 4823 C 0.12 0.49 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. C -T 0.59 4687 C 0.10 0.49 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET T -U 0.55 3980 C 0.28 0.27 E LOCK 5.Ox 6.0 Ctr-1.0 0.87 FOR: 1-JACK NAILS. U -V 0.42 2807 C 0.08 0.34 Q LOCK 4.Ox 4.0 Ctr-0.5 0.96 2-TBRACE. 3-BEARING BLOCK. V -G 0.35 1102 C 0.01 0.34 R LOCK 3.Ox 3.0 0.2 Ctr 0.97 4. DESIGNER: JRP --------Bottom Chords--------- U LOCK 3.Ox 3.0-0.2 Ctr 0.97 Robbins Engineering. Inc./Online Plus'" 0 1996.2006 Version 19.0 028 Engineering - Portrait 8/9t2006 8:17:29 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Enring SB32TF ginee FT4 3 M150 210908 10600 0 0 ENGLE/SB32TF/M#17592 1-6-0 HO 1-6-0 TC lx3 5x6 4x4 E G S F 2x3 H 1 x 3 `;� W:308 R:1238 BC HO 1-6-0 9-0 2-0-0 9-8 3x3 3x3 3x3 3x3 (W)3x4 3x3 3x3 4x4 5x6 T U A C S2 v W X I R 0 P O B D N 5x6 4x4 3x3 3x3 lx4 lx4 3x3 Sl (W)20G-RHS-3x10 Common Diagonal: 1-3-0 10-10-8 2x3 M L K 3x3 4x4 5x6 HGR R:1238 10-11-0 21-9-8 - EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.288" = 1' Robbins Engineering, Inc./Online Plus" F -R 0.22 0 T 0.00 0.22 X LOCK 4.Ox 4.0 Ctr-0.5 0.97 R -Q 0.52 2103 T 0.13 0.39 I LOCK 5.Ox 6.0 Ctr-1.0 0.88 Online Plus -- Version 19.0.028 Q -P 0.63 3538 T 0.23 0.40 R LOCK 5.Ox 6.0 Ctr 1.0 0.88 RUN DATE: 08-AUG-06 P -S1 0.78 4483 T 0.73 0.05 Q LOCK 4.Ox 4.0 Ctr 0.5 0.97 S1-O 0.51 4483 T 0.48 0.03 P LOCK 3.Ox 3.0-0.2 Ctr 0.99 CSI -Size- ----Lumber---- 0 -B 0.76 4898 T 0.38 0.38 B LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.60 4x 2 SP-#2 B -D 0.76 4898 T 0.38 0.38 D LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.78 4x 2 SP-#1 D -N 0.74 4898 T 0.37 0.37 M LOCK 3.Ox 3.0 0.2 Ctr 0.99 EX S1-J 4x 2 SP-SS N -M 0.51 4483 T 0.48 0.03 L LOCK 4.Ox 4.0 Ctr 0.5 0.97 WB 0.63 4x 2 SP-#3 M -L 0.41 3537 T 0.15 0.26 K LOCK 5.Ox 6.0 Ctr 1.0 0.88 L -K 0.33 2103 T 0.08 0.25 Brace truss as follows: K -J 0.16 0 T 0.00 0.16 O.C. From To -------------Webs------------- REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 21- 9- 8 F -E 0.13 676 C NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 21- 9- 8 F -E 0.13 676 C ADDITIONAL SPECIFICATIONS. E -R 0.63 1571 T Loading Live Dead (psf) R -S 0.29 1474 C NOTES: TC 40.0 10.0 S -Q 0.43 1083 T Trusses Manufactured by: BC 0.0 5.0 Q -T 0.21 1049 C East Coast Lumber Total 40.0 15.0 55.0 T -P 0.28 720 T Analysis Conforms To: Spacing 24.0" P -U 0.13 684 C FBC2004 Lumber Duration Factor 1.00 U -O 0.22 565 T Design checked for LL on BC Plate Duration Factor 1.00 0 -A 0.13 680 C per BOCA (section 1606.2.3), TC Fb=1.15 Fc=1.10 Ft=1.10 B -A 0.14 351 T IBC/IRC-2003 and FBC 2004 BC Fb=1.10 Fc=1.10 Ft=1.10 D -C 0.13 337 T (section 1607.1), 20.0 psf. C -N 0.13 670 C Design checked for 10 psf non - Plus 2 Unbalanced Load Cases N -V 0.22 559 T concurrent LL on BC. Plus 1 UBC LL Load Case(s) V -M 0.13 685 C Provide 2X6 continuous Plus 1 BC LL Load Case(s) M -W 0.28 720 T strongbacks (on edge) every W -L 0.21 1048 C 10.0 Ft. Fasten to each Checked for NonConcurrent 200 L -X 0.43 1083 T truss w/ 3-16d nails at Lbs Moving Point Load applied X -K 0.29 1474 C truss member(s). at Panel Points and Mid -panel K -I 0.63 1571 T This truss must be installed on BC J -I 0.13 676 C as shown. It cannot be J -I 0.13 676 C installed upside-down. it React Uplft Size Req'd Max comp. force 4898 Lbs Lbs Lbs In-Sx In-Sx TL Defl -0.58" in B -D L/440 Quality Control Factor 1.25 F 1239 0 3- 8 1- 8 LL Defl -0.43" in B -D L/595 J 1238 0 3- 8 1- 8 DL Defl -0.31" at D L/833 FABRICATOR NOTES: Shear // Grain in J -J 0.32 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 E -S 0.35 1111 C 0.01 0.34 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. S -T 0.42 2832 C 0.08 0.34 REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 T -U 0.54 4022 C 0.28 0.26 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ 11SCSI-B1 U -A 0.58 4736 C 0.10 0.48 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE A -C 0.60 4898 C 0.12 0.48 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 C -S2 0.57 4733 C 0.10 0.47 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. S2-V 0.44 4733 C 0.24 0.20 it Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET V -W 0.54 4022 C 0.28 0.26 E LOCK 5.Ox 6.0 Ctr-1.0 0.88 FOR: 1-JACK NAILS. W -X 0.42 2831 C 0.08 0.34 S LOCK 4.Ox 4.0 Ctr-0.5 0.97 2-TBRACE. 3-BEARING BLOCK. X -I 0.35 1111 C 0.01 0.34 T LOCK 3.Ox 3.0 0.2 Ctr 0.99 4. DESIGNER: JRP --------Bottom Chords--------- W LOCK 3.Ox 3.0-0.2 Ctr 0.99 Robbins Engineering. Inc./Online Plus ` 0 1996-2006 Version 19.0.028 Engineering -Portrait BI9/2006 8:17:28 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TF FT7 1 M150 191100 10600 0 0 ENGLE/SB32TF/M#17592 HO 1-6-0 HO 1-6-0 TC 1-0-0 2-0-0 1-2-0 ix3 G 4x6 4x4 3x3 (W)3x4 3x3 lx4 lx4 3x3 3x3 4x4 4x6 E Q R S2 S A C T U V I -fir-I 1-6-0SF -T J 2x3 H P O N B D S1 M L K 2x3 5x4 4x4 3x3 3x3 3x3 (W)3x6 3x3 4x4 Sx4 IY Common Diagonal: 1-3-0 14 00 8 W: 308 R:1135 R:1135 BC 9-10-8 10-0-8 19-11-0 ALL PLATES ARE LOCK20 Scale: 0.313" = 1' Robbins Engineering, Inc./Online PLus- V -I 0.35 1007 C 0.01 0.34 C LOCK 1.Ox 4.0 Ctr-0.5 0.98 --------Bottom Chords--------- V LOCK 4.Ox 4.0 Ctr-0.5 0.84 Online Plus -- Version 19.0.028 F -P 0.22 0 T 0.00 0.22 I LOCK 4.Ox 6.0 Ctr-0.5 0.98 RUN DATE: 08-AUG-06 P -0 0.51 1907 T 0.12 0.39 P LOCK 5.Ox 4.0-0.5 1.0 0.95 O -N 0.60 3156 T 0.21 0.39 O LOCK 4.Ox 4.0 Ctr 0.5 0.85 CSI -Size- ----Lumber---- N -B 0.79 3914 T 0.42 0.37 B LOCK 3.Ox 3.0-0.2 Ctr 0.95 TC 0.74 4x 2 SP-#2 B -D 0.86 4093 T 0.49 0.37 L LOCK 4.Ox 4.0 Ctr 0.5 0.84 BC 0.86 4x 2 SP-#1 D -S1 0.80 3907 T 0.50 0.30 K LOCK 5.Ox 4.0 0.5 1.0 0.95 EX S1-J 4x 2 SP-#2 S1-M 0.93 3907 T 0.33 0.60 WB 0.57 4x 2 SP-#3 M -L 0.76 3154 T 0.27 0.49 L -K 0.64 1906 T 0.16 0.48 REFER TO ROBBINS ENG. GENERAL Brace truss as follows: K -J 0.28 0 T 0.00 0.28 NOTES AND SYMBOLS SHEET FOR O.C. From To -------------Webs------------- ADDITIONAL SPECIFICATIONS. TC Cont. 0- 0- 0 19-11- 0 F -E 0.12 620 C BC Cont. 0- 0- 0 19-11- 0 F -E 0.12 620 C NOTES: E -P 0.57 1426 T Trusses Manufactured by: Loading Live Dead (psf) P -Q 0.26 1336 C East Coast Lumber TC 40.0 10.0 Q -0 0.37 947 T Analysis Conforms To: BC 0.0 5.0 O -R 0.18 909 C FBC2004 Total 40.0 15.0 55.0 R -N 0.22 572 T Design checked for LL on BC Spacing 24.0" N -S 0.11 554 C per BOCA (section 1606.2.3), Lumber Duration Factor 1.00 S -B 0.25 646 T IBC/IRC-2003 and FBC 2004 Plate Duration Factor 1.00 B -A 0.06 336 C (section 1607.1), 20.0 psf. TC Fb=1.15 Fc=1.10 Ft=1.10 D -C 0.06 303 C Design checked for 10 psf non - BC Fb=1.10 Fc=1.10 Ft=1.10 D -T 0.25 628 T concurrent LL on BC. T -M 0.10 544 C Provide 2X6 continuous Plus 2 Unbalanced Load Cases M -U 0.23 574 T strongbacks (on edge) every Plus 1 UBC LL Load Case(s) U -L 0.18 910 C 10.0 Ft. Fasten to each Plus 1 BC LL Load Case(s) L -V 0.37 945 T truss w/ 3-16d nails at V -K 0.26 1335 C truss member(s). Checked for NonConcurrent 200 K -I 0.57 1425 T This truss must be installed Lbs Moving Point Load applied J -I 0.12 620 C as shown. It cannot be at Panel Points and Mid -panel J -I 0.12 620 C installed upside-down. on BC Max comp. force 4093 Lbs TL Defl -0.42" in B -D L/548 Quality Control Factor 1.25 Jt React Uplft Size Req'd LL Defl -0.31" in B -D L/738 Lbs Lbs In-Sx In-Sx DL Defl -0.22" at D L/999 FABRICATOR NOTES: F 1136 0 3- 8 1- 8 Shear // Grain in A -C 0.32 1. EAST COAST LUMBER 6 SUPPLY J 1135 0 3- 8 1- 8 MAURICE A. SHASHOUA, Plates for each ply each face. P.E.#EB5251 6 19554 Membr CSI P Lbs Axl-CSI-Bnd PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. ----------Top Chords---------- REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 E -Q 0.35 1008 C 0.01 0.34 ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-B1 Q -R 0.40 2544 C 0.06 0.34 USING GROSS AREA TEST. SUMMARY SHEET" BEFORE R -S2 0.37 3541 C 0.13 0.24 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING 6 S2-S 0.49 3541 C 0.22 0.27 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. S -A 0.74 4093 C 0.09 0.65 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET A -C 0.74 4093 C 0.09 0.65 E LOCK 4.Ox 6.0 Ctr-0.5 0.98 FOR: 1-JACK NAILS. C -T 0.68 4093 C 0.09 0.59 Q LOCK 4.Ox 4.0 Ctr-0.5 0.85 2-TBRACE. 3-BEARING BLOCK. T -U 0.49 3540 C 0.22 0.27 S LOCK 3.Ox 3.0 0.2 Ctr 0.95 4. DESIGNER: JRP U -V 0.40 2542 C 0.06 0.34 A LOCK 1.0x 4.0 Ctr-0.5 0.98 Robbins Engineering, Inc./Online Plus'" C 1996.2006 Version 19.0.028 Engineering -Portrait 8/9/2006 8 17:31 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TF FT8 1 M150 171100 10600 0 0 ENGLE/SB32TF/M#17592 1-6-0 HO 1-6-0 TC 2-0-0 1-5-0 lx3 G 4x6 3x4 3x3 (W)3x4 3x3 3x3 3x3 3x4 E O R S2 A C S T F 2x3 H W:308 RLy1`125 BC HO 1-6-0 4x6 I J 2x3 P O N B D M 51 L n 4x4 3x4 3x3 lx4 1x4 3x3 (W)3x6 3x4 4x4 r, Common Diagonal: 1-3-0 W:308 R:1025 8-10-8 9-0-8 17-11-0 ALL PLATES ARE LOCK20 Scale: 0.346" = 1' Robbins Engineering, Inc./Online Plus'" T -I 0.33 897 C 0.00 0.33 P LOCK 4.Ox 4.0-0.5 0.5 0.96 --------Bottom Chords--------- 0 LOCK 3.Ox 4.0-0.2 Ctr 0.98 Online Plus -- Version 19.0.028 F -P 0.22 0 T 0.00 0.22 B LOCK 1.0x 4.0 Ctr 0.5 0.98 RUN DATE: 08-AUG-06 P -0 0.50 1698 T 0.11 0.39 D LOCK 1.0x 4.0 Ctr 0.5 0.98 0 -N 0.57 2746 T 0.19 0.38 L LOCK 3.Ox 4.0 0.2 Ctr 0.98 CSI -Size- ----Lumber---- N -B 0.90 3335 T 0.40 0.50 K LOCK 4.Ox 4.0 0.5 0.5 0.96 TC 0.55 4x 2 SP-#2 B -D 0.90 3335 T 0.40 0.50 BC 0.90 4x 2 SP-#1 D -M 0.84 3335 T 0.40 0.44 EX Sl-J 4x 2 SP-#2 M -S1 0.47 2749 T 0.45 0.02 REFER TO ROBBINS ENG. GENERAL WB 0.50 4x 2 SP-#3 Sl-L 0.61 2749 T 0.57 0.04 NOTES AND SYMBOLS SHEET FOR L -K 0.62 1695 T 0.14 0.48 ADDITIONAL SPECIFICATIONS. Brace truss as follows: K -J 0.31 0 T 0.00 0.31 O.C. From To -------------Webs------------- NOTES: TC Cont. 0- 0- 0 17-11- 0 F -E 0.10 559 C Trusses Manufactured by: BC Cont. 0- 0- 0 17-11- 0 F -E 0.10 559 C East Coast Lumber E -P 0.50 1271 T Analysis Conforms To: Loading Live Dead (psf) P -Q 0.23 1188 C FBC2004 TC 40.0 10.0 Q -0 0.32 798 T Design checked for LL on BC BC 0.0 5.0 0 -R 0.15 759 C per BOCA (section 1606.2.3), Total 40.0 15.0 55.0 R -N 0.20 508 T IBC/IRC-2003 and FBC 2004 Spacing 24.0" N -A 0.13 647 C (section 1607.1), 20.0 psf. Lumber Duration Factor 1.00 B -A 0.10 254 T Design checked for 10 psf non - Plate Duration Factor 1.00 D -C 0.08 223 T concurrent LL on BC. TC Fb=1.15 Fc=1.10 Ft=1.10 C -M 0.12 633 C Provide 2X6 continuous BC Fb=1.10 Fc=1.10 Ft=1.10 M -S 0.19 487 T strongbacks (on edge) every S -L 0.15 765 C 10.0 Ft. Fasten to each Plus 2 Unbalanced Load Cases L -T 0.32 801 T truss w/ 3-16d nails at Plus 1 UBC LL Load Case(s) T -K 0.23 1186 C truss member(s). Plus 1 BC LL Load Case(s) K -I 0.50 1269 T This truss must be installed J -I 0.10 559 C as shown. It cannot be Checked for NonConcurrent 200 J -I 0.10 559 C installed upside-down. Lbs Moving Point Load applied Max comp. force 3335 Lbs at Panel Points and Mid -panel TL Defl -0.29" in D -M L/705 Quality Control Factor 1.25 on BC LL Defl -0.22" in D -M L/926 DL Defl -0.15" at D L/999 FABRICATOR NOTES: it React Uplft Size Req'd Shear // Grain in J -J 0.32 1. EAST COAST LUMBER & SUPPLY Lbs Lbs In-Sx In-Sx MAURICE A. SHASHOUA, F 1026 0 3- 8 1- 8 Plates for each ply each face. P.E.#EB5251 & 19554 J 1025 0 3- 8 1- 8 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-Bl ----------Top Chords---------- USING GROSS AREA TEST. SUMMARY SHEET' BEFORE E -Q 0.34 898 C 0.00 0.34 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING & Q -R 0.39 2235 C 0.05 0.34 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. R -S2 0.37 3034 C 0.05 0.32 it Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET S2-A 0.49 3034 C 0.04 0.45 E LOCK 4.Ox 6.0 Ctr-0.5 0.87 FOR: 1-JACK NAILS. A -C 0.51 3335 C 0.06 0.45 Q LOCK 3.Ox 4.0 0.2 Ctr 0.98 2-TBRACE. 3-BEARING BLOCK. C -S 0.55 3025 C 0.11 0.44 T LOCK 3.Ox 4.0-0.2 Ctr 0.98 4. DESIGNER: JRP S -T 0.39 2234 C 0.03 0.36 I LOCK 4.Ox 6.0 Ctr-0.5 0.87 Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 6/g/2006 8:17.32 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TF FT10 1 M150 151100 10600 0 0 ENGLE/SB32TF/M#17592 1-6-0 HO 1-6-0 TC lx3 4x6 3x3 E G Q HO 1-6-0 9-15 8-7 2-0-0 9-13 9-13 3x3 3x3 3x3 3x3 3x3 4x6 R A C S T I r'� ►.-� ►. ►..� F _i ; L►�' R: 915 BC P O N B D M 4x4 3x3 3x3 lx4 lx4 3x3 Common Diagonal: 1-3-0 7-10-14 15-11-0 ALL PLATES ARE LOCK20 Robbins Engineer,.ng, Inc./Online Plus' L K 3x3 4x4 l\ w:308 R: 915 8-0-2 Scale: 0.388" = V F -P 0.27 0 T 0.00 0.27 REFER TO ROBBINS ENG. GENERAL P -0 0.60 1492 T 0.13 0.47 NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 19.0.028 0 -N 0.60 2327 T 0.21 0.39 ADDITIONAL SPECIFICATIONS. RUN DATE: 08-AUG-06 N -B 0.89 2630 T 0.41 0.48 B -D 0.89 2630 T 0.41 0.48 NOTES: CSI -Size- ----Lumber---- D -M 0.84 2630 T 0.40 0.44 Trusses Manufactured by: TC 0.46 4x 2 SP-#2 M -L 0.60 2327 T 0.21 0.39 East Coast Lumber BC 0.89 4x 2 SP-#2 L -K 0.60 1490 T 0.13 0.47 Analysis Conforms To: WB 0.44 4x 2 SP-#3 K -J 0.31 0 T 0.00 0.31 FBC2004 -------------Webs------------- Design checked for LL on BC Brace truss as follows: F -E 0.09 499 C per BOCA (section 1606.2.3), O.C. From To F -E 0.09 499 C IBC/IRC-2003 and FBC 2004 TC Cont. 0- 0- 0 15-11- 0 E -P 0.44 1118 T (section 1607.1), 20.0 psf. BC Cont. 0- 0- 0 15-11- 0 P -Q 0.21 1041 C Design checked for 10 psf non- Q -0 0.25 635 T concurrent LL on BC. Loading Live Dead (psf) 0 -R 0.12 603 C Provide 2X6 continuous TC 40.0 10.0 R -N 0.16 418 T strongbacks (on edge) every BC 0.0 5.0 N -A 0.10 547 C 10.0 Ft. Fasten to each Total 40.0 15.0 55.0 B -A 0.10 252 T truss w/ 3-16d nails at Spacing 24.0" D -C 0.09 224 T truss member(s). Lumber Duration Factor 1.00 C -M 0.10 524 C This truss must be installed Plate Duration Factor 1.00 M -S 0.16 401 T as shown. It cannot be TC Fb=1.15 Fc=1.10 Ft=1.10 S -L 0.12 604 C installed upside-down. BC Fb=1.10 Fc=1.10 Ft=1.10 L -T 0.25 636 T Max comp. force 2630 Lbs T -K 0.20 1040 C Quality Control Factor 1.25 Plus 2 Unbalanced Load Cases K -I 0.44 1117 T Plus 1 UBC LL Load Case(s) J -I 0.09 499 C FABRICATOR NOTES: Plus 1 BC LL Load Case(s) J -I 0.09 499 C 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, Checked for NonConcurrent 200 TL Defl -0.19" in D -M L/964 P.E.#EB5251 & 19554 Lbs Moving Point Load applied LL Defl -0.15" in D -M L/999 5285 ST. LUCIE BLVD. at Panel Points and Mid -panel DL Defl -0.12" at D L/999 FORT PIERCE FL. 34946 on BC Shear // Grain in J -J 0.32 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE Jt React Uplft Size Req'd Plates for each ply each face. HANDLING , INSTALLING & Lbs Lbs In-Sx In-Sx PLATING CONFORMS TO TPI. BRACING TRUSSES. F 916 0 3- 8 1- 8 REPORTS: SBCCI 9761 3. SEE ATTACHED DETAIL SHEET J 915 0 3- 8 1- 8 ROBBINS ENGINEERING, INC. FOR: 1-JACK NAILS. USING GROSS AREA TEST. 2-TBRACE. 3-SEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd Plate - LOCK 20 Ga, Gross Area 4. DESIGNER: JRP ----------Top Chords---------- Plate - RHS 20 Ga, Gross Area E -Q 0.37 791 C 0.00 0.37 Jt Type Plt Size X Y JSi Q -R 0.41 1919 C 0.04 0.37 E LOCK 4.Ox 6.0 Ctr-0.5 0.77 R -A 0.44 2481 C 0.02 0.42 I LOCK 4.Ox 6.0 Ctr-0.5 0.77 A -C 0.46 2630 C 0.04 0.42 P LOCK 4.Ox 4.0 Ctr 0.5 1.00 C -S 0.41 2472 C 0.02 0.39 B LOCK 1.0x 4.0 Ctr 0.5 0.90 S -T 0.40 1918 C 0.04 0.36 D LOCK 1.0x 4.0 Ctr 0.5 0.90 T -I 0.36 790 C 0.00 0.36 K LOCK 4.Ox 4.0 Ctr 0.5 1.00 --------Bottom Chords--------- RobbinsEngineering. Inc./Online Plus'" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17:33 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TF FT11 1 M150 150800 10600 0 0 ENGLE/SB32TF/M#17592 1-6-0 HO 1-6-0 TC Li v i i:i �� ►.i F 2x3 H :! W: OB Rl:x O1 BC 9-8 8-0 2-0-0 8-12 8-12 3x3 3x3 3x3 3x3 3x3 3x3 Q R A C S T P O N B D M 4x4 3x3 3x3 lx4 lx4 3x3 Common Diagonal: 1-3-0 7-10-0 15-8-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- L K 3x3 4x4 7-10-0 J �2x3 W:308 R: 901 Scale: 0.393" = 1' -------- Bottom Chords--------- K LOCK 4.Ox 4.0 Ctr 0.5 0.98 F -P 0.27 0 T 0.00 0.27 Online Plus -- Version 19.0.028 P -0 0.60 1465 T 0.13 0.47 RUN DATE: 08-AUG-06 0 -N 0.59 2275 T 0.21 0.38 REFER TO ROBBINS ENG. GENERAL N -B 0.84 2548 T 0.39 0.45 NOTES AND SYMBOLS SHEET FOR CSI -Size- ----Lumber---- B -D 0.84 2548 T 0.39 0.45 ADDITIONAL SPECIFICATIONS. TC 0.43 4x 2 SP-#2 D -M 0.83 2548 T 0.39 0.44 BC 0.84 4x 2 SP-#2 M -L 0.58 2275 T 0.21 0.37 NOTES: WB 0.44 4x 2 SP-#3 L -K 0.60 1465 T 0.13 0.47 Trusses Manufactured by: K -J 0.31 0 T 0.00 0.31 East Coast Lumber Brace truss as follows: -------------Webs------------- Analysis Conforms To: O.C. From To F -E 0.09 492 C FBC2004 TC Cont. 0- 0- 0 15- 8- 0 F -E 0.09 492 C Design checked for LL on BC BC Cont. 0- 0- 0 15- 8- 0 E -P 0.44 1099 T per BOCA (section 1606.2.3), P -Q 0.20 1022 C IBC/IRC-2003 and FBC 2004 Loading Live Dead (psf) Q -0 0.24 616 T (section 1607.1), 20.0 psf. TC 40.0 10.0 0 -R 0.11 584 C Design checked for 10 psf non - BC 0.0 5.0 R -N 0.16 405 T concurrent LL on BC. Total 40.0 15.0 55.0 N -A 0.10 529 C Provide 2X6 continuous Spacing 24.0" B -A 0.09 244 T strongbacks (on edge) every Lumber Duration Factor 1.00 D -C 0.09 235 T 10.0 Ft. Fasten to each Plate Duration Factor 1.00 C -M 0.10 530 C truss w/ 3-16d nails at TC Fb=1.15 Fc=1.10 Ft=1.10 M -S 0.15 396 T truss member(s). BC Fb=1.10 Fc=1.10 Ft=1.10 S -L 0.11 585 C This truss must be installed L -T 0.24 616 T as shown. It cannot be Plus 2 Unbalanced Load Cases T -K 0.20 1022 C installed upside-down. Plus 1 UBC LL Load Case(s) K -I 0.44 1099 T Max comp. force 2548 Lbs Plus 1 BC LL Load Case(s) J -I 0.09 492 C Quality Control Factor 1.25 J -I 0.09 492 C Checked for NonConcurrent 200 FABRICATOR NOTES: Lbs Moving Point Load applied TL Defl -0.18" in N -B L/999 1. EAST COAST LUMBER & SUPPLY at Panel Points and Mid -panel LL Defl -0.14" in N -B L/999 MAURICE A. SHASHOUA, on BC DL Defl -0.12" at B L/999 P.E.#EB5251 & 19554 Shear // Grain in J -J 0.32 5285 ST. LUCIE BLVD. it React Uplft Size Req'd FORT PIERCE FL. 34946 Lbs Lbs In-Sx In-Sx Plates for each ply each face. 2. !!!CAUTION!!! READ "SCSI-B1 F 902 0 3- 8 1- 8 PLATING CONFORMS TO TPI. SUMMARY SHEET" BEFORE J 902 0 3- 8 1- 8 REPORTS: SBCCI 9761 HANDLING , INSTALLING & ROBBINS ENGINEERING, INC. BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd USING GROSS AREA TEST. 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- Plate - LOCK 20 Ga, Gross Area FOR: 1-JACK NAILS. E -Q 0.37 777 C 0.00 0.37 Plate - RHS 20 Ga, Gross Area 2-TBRACE. 3-BEARING BLOCK. Q -R 0.40 1880 C 0.03 0.37 it Type Plt Size X Y JSI 4. DESIGNER: JRP R -A 0.42 2415 C 0.02 0.40 E LOCK 4.Ox 6.0 Ctr-0.5 0.75 A -C 0.43 2548 C 0.03 0.40 I LOCK 4.Ox 6.0 Ctr-0.5 0.75 C -S 0.42 2403 C 0.02 0.40 P LOCK 4.Ox 4.0 Ctr 0.5 0.98 S -T 0.40 1880 C 0.03 0.37 B LOCK 1.0x 4.0 Ctr 0.5 0.90 T -I 0.37 777 C 0.00 0.37 D LOCK 1.0x 4.0 Ctr 0.5 0.90 Robbins Engineering. Inc./Online Plus'" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17:34 AM Page 1 Job Mark SB32 TF FT9 ENGLE/SB32TF/M#17592 1-6-0 HO 1-6-0 TC lx3 4x6 3x3 Quan Type Span P1-H1 Left OH Right OH I Engineering 1 M150 160708 10600 0 0 HO 1-6-0 710 2-0-0 8-14 (W) 3x4 3x3 S2 3x3 3x3 3x3 3x3 4x6 T 7 =.0V1.:1A,&_ A Mf_ I P O N B D M 4x4 3x3 3x3 lx4 lx4 3x3 Common Diagonal: 1-3-0 J i- 2x3 L R S1 3x3 4x4 (W) 3x4 W:309 W:308 R: 954 R: 954 BC 8-3-2 8-4-6 16-7-8 ALL PLATES ARE LOCK20 Scale: 0.373" = 1' Robbins Engineering, Inc./Oniine Pius" --------Bottom Chords--------- 0 LOCK 3.Ox 3.0-0.2 Ctr 0.95 F -P 0.27 0 T 0.00 0.27 B LOCK 1.0x 4.0 Ctr 0.5 0.98 Online Plus -- Version 19.0.028 P -0 0.61 1565 T 0.13 0.48 D LOCK 1.0x 4.0 Ctr 0.5 0.98 RUN DATE: 08-AUG-06 0 -N 0.68 2472 T 0.22 0.46 L LOCK 3.Ox 3.0 0.2 Ctr 0.95 N -B 0.98 2870 T 0.44 0.54 K LOCK 4.Ox 4.0 0.2 0.5 0.95 CSI -Size- ----Lumber---- B -D 0.98 2870 T 0.44 0.54 TC 0,45 4x 2 SP-#2 D -M 0.94 2870 T 0.44 0.50 BC 0.98 4x 2 SP-#2 M -S1 0.68 2472 T 0.22 0.46 REFER TO ROBBINS ENG. GENERAL WB 0.47 4x 2 SP-#3 S1-L 0.53 2472 T 0.51 0.02 NOTES AND SYMBOLS SHEET FOR L -K 0.61 1563 T 0.13 0.48 ADDITIONAL SPECIFICATIONS. Brace truss as follows: K -J 0.28 0 T 0.00 0.28- O.C. From To -------------Webs------------- NOTES: TC Cont. 0- 0- 0 16- 7- 8 F -E 0.10 520 C Trusses Manufactured by: BC Cont. 0- 0- 0 16- 7- 8 F -E 0.10 520 C East Coast Lumber E -P 0.47 1172 T Analysis Conforms To: Loading Live Dead (psf) P -Q 0.22 1094 C FBC2004 TC 40.0 10.0 Q -0 0.27 692 T Design checked for LL on BC BC 0.0 5.0 0 -R 0.13 655 C per BOCA (section 1606.2.3), Total 40.0 15.0 55.0 R -N 0.19 492 T IBC/IRC-2003 and FBC 2004 Spacing 24.0" N -A 0.11 562 C (section 1607.1), 20.0 psf. Lumber Duration Factor 1.00 B -A 0.11 289 T Design checked for 10 psf non - Plate Duration Factor 1.00 D -C 0.10 255 T concurrent LL on BC. TC Fb=1.15 Fc=1.10 Ft=1.10 C -M 0.10 534 C Provide 2X6 continuous BC Fb=1.10 Fc=1.10 Ft=1.10 M -S 0.19 476 T strongbacks (on edge) every S -L 0.13 657 C 10.0 Ft. Fasten to each Plus 2 Unbalanced Load Cases L -T 0.27 693 T truss w/ 3-16d nails at Plus 1 UBC LL Load Case(s) T -K 0.22 1092 C truss member(s). Plus 1 BC LL Load Case(s) K -I 0.46 1171 T This truss must be installed J -I 0.10 520 C as shown. It cannot be Checked for NonConcurrent 200 J -I 0.10 520 C installed upside-down. Lbs Moving Point Load applied Max comp. force 2870 Lbs at Panel Points and Mid -panel TL Defl -0.22" in D -M L/869 Quality Control Factor 1.25 on BC LL Defl -0.17" in D -M L/999 DL Defl -0.12" at D L/999 FABRICATOR NOTES: Jt React Uplft Size Req'd Shear // Grain in J -J 0.32 1. EAST COAST LUMBER 6 SUPPLY Lbs Lbs In-Sx In-Sx MAURICE A. SHASHOUA, F 955 0 3- 8 1- 8 Plates for each ply each face. P.E.#EB5251 6 19554 J 954 0 3- 8 1- 8 PLATING CONFORMS TO TPI. 5285 ST. LUCIE BLVD. REPORTS: SBCCI 9761 FORT PIERCE FL. 34946 Membr CSI P Lbs Axl-CSI-Bnd ROBBINS ENGINEERING, INC. 2. !!!CAUTION!!! READ "SCSI-B1 ----------Top Chords---------- USING GROSS AREA TEST. SUMMARY SHEET" BEFORE E -Q 0.36 829 C 0.00 0.36 Plate - LOCK 20 Ga, Gross Area HANDLING , INSTALLING S Q -R 0.40 2031 C 0.04 0.36 Plate - RHS 20 Ga, Gross Area BRACING TRUSSES. R -S2 0.28 2727 C 0.06 0.22 Jt Type Plt Size X Y JSI 3. SEE ATTACHED DETAIL SHEET S2-A 0.44 2727 C 0.03 0.41 E LOCK 4.Ox 6.0 Ctr-0.5 0.80 FOR: 1-JACK NAILS. A -C 0.45 2870 C 0.04 0.41 Q LOCK 3.Ox 3.0 0.2 Ctr 0.98 2-TBRACE. 3-BEARING BLOCK. C -S 0.41 2719 C 0.03 0.38 T LOCK 3.Ox 3.0-0.2 Ctr 0.98 4. DESIGNER: JRP S -T 0.40 2030 C 0.04 0.36 I LOCK 4.Ox 6.0 Ctr-0.5 0.80 T -I 0.36 828 C 0.00 0.36 P LOCK 4.Ox 4.0-0.2 0.5 0.95 Robbins Engineering. Inc,/Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17:32 AM Page 1 Job Mark Quan Type Span P1-HI Left OH Right OH Engineering SB32TF FT6 T 4 M150 200708 10600 0 0 ENGLE/SB32TF/M#17592 1-6-0 HO 1-6-0 TC 8-98-9 2-0-0 715 9-7 4x6 4x4 3x3 (W)3x4 3x3 3x3 3x3 3x3 3x3 4x4 E S T S2 U A C V W X F 2x3 Z w:308 R: 1174 BC R Q P O B D N M 5x4 4x4 3x3 3x3 lx4 lx4 3x3 S1 3x3 Common Diagonal: 1-3-0 (W)20G-RHS-3x10 10-3-16 20-7-8 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 10-3-14 L 4x4 HO 1-6-0 lx3 4x6 G I I'�' H `) 2x3 K J 5x4 lx3 XI w:308 R: 1174 Scale: 0.303" = 1' Robbins Engineering, Inc./Online Plus` --------Bottom Chords--------- X LOCK 4.Ox 4.0 Ctr-0.5 0.89 F -R 0.14 0 T 0.00 0.14 G LOCK 4.Ox 6.0-0.2-0.5 0.99 Online Plus -- Version 19.0.028 R -Q 0.33 1980 T 0.08 0.25 R LOCK 5.Ox 4.0-0.5 1.0 0.98 RUN DATE: 08-AUG-06 Q -P 0.40 3300 T 0.14 0.26 Q LOCK 4.Ox 4.0 Ctr 0.5 0.89 P -0 0.47 4126 T 0.44 0.03 B LOCK 1.0x 4.0 Ctr 0.5 0.98 CSI -Size- ----Lumber---- 0 -B 0.66 4389 T 0.34 0.32 D LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.59 4x 2 SP-#2 B -D 0.66 4389 T 0.34 0.32 L LOCK 4.Ox 4.0 Ctr 0.5 0.89 BC 0.66 4x 2 SP-SS D -N 0.66 4389 T 0.34 0.32 K LOCK 5.Ox 4.0 0.5 1.0 0.98 EX S1-H 4x 2 SP-#2 N -S1 0.47 4126 T 0.44 0.03 WB 0.59 4x 2 SP-#3 S1-M 0.91 4126 T 0.86 0.05 M -L 0.77 3300 T 0.28 0.49 REFER TO ROBBINS ENG. GENERAL Brace truss as follows: L -K 0.64 1980 T 0.16 0.48 NOTES AND SYMBOLS SHEET FOR O.C. From To K -H 0.28 0 T 0.00 0.28 ADDITIONAL SPECIFICATIONS. TC Cont. 0- 0- 0 20- 7- 8 ------------- Webs ------------- BC Cont. 0- 0- 0 20- 7- 8 F -E 0.12 641 C NOTES: F -E 0.12 641 C Trusses Manufactured by: Loading Live Dead (psf) E -R 0.59 1480 T East Coast Lumber TC 40.0 10.0 R -S 0.28 1388 C Analysis Conforms To: BC 0.0 5.0 S -Q 0.40 998 T FBC2004 Total 40.0 15.0 55.0 Q -T 0.19 963 C Design checked for LL on BC Spacing 24.0" T -P 0.25 626 T per BOCA (section 1606.2.3), Lumber Duration Factor 1.00 P -U 0.12 597 C IBC/IRC-2003 and FBC 2004 Plate Duration Factor 1.00 U -0 0.18 465 T (section 1607.1), 20.0 psf. TC Fb=1.15 Fc=1.10 Ft=1.10 0 -A 0.13 658 C Design checked for 10 psf non - BC Fb=1.10 Fc=1.10 Ft=1.10 B -A 0.12 316 T concurrent LL on BC. D -C 0.13 325 T Provide 2X6 continuous Plus 2 Unbalanced Load Cases C -N 0.13 654 C strongbacks (on edge) every Plus 1 UBC LL Load Case(s) N -V 0.19 474 T 10.0 Ft. Fasten to each Plus 1 BC LL Load Case(s) V -M 0.12 597 C truss w/ 3-16d nails at M -W 0.25 627 T truss member(s). Checked for NonConcurrent 200 W -L 0.19 963 C This truss must be installed Lbs Moving Point Load applied L -X 0.40 998 T as shown. It cannot be at Panel Points and Mid -panel X -K 0.28 1387 C installed upside-down. on BC K -G 0.59 1480 T Max comp. force 4389 Lbs H -G 0.12 641 C Quality Control Factor 1.25 it React Uplft Size Req'd H -G 0.12 641 C Lbs Lbs In-Sx In-Sx FABRICATOR NOTES: F 1174 0 3- 8 1- 8 TL Defl -0.47" in B -D L/509 1. EAST COAST LUMBER & SUPPLY H 1174 0 3- 8 1- 8 LL Defl -0.35" in B -D L/688 MAURICE A. SHASHOUA, DL Defl -0.25" at D L/969 P.E.#EB5251 & 19554 Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in H -H 0.32 5285 ST. LUCIE BLVD. ----------Top Chords---------- FORT PIERCE FL. 34946 E -S 0.35 1047 C 0.01 0.34 Plates for each ply each face. 2. !!!CAUTION!!! READ "SCSI-B1 S -T 0.41 2652 C 0.07 0.34 PLATING CONFORMS TO TPI. SUMMARY SHEET" BEFORE T -S2 0.52 3722 C 0.25 0.27 REPORTS: SBCCI 9761 HANDLING , INSTALLING & S2-U 0.50 3722 C 0.25 0.25 ROBBINS ENGINEERING, INC. BRACING TRUSSES. U -A 0.57 4249 C 0.08 0.49 USING GROSS AREA TEST. 3. SEE ATTACHED DETAIL SHEET A -C 0.59 4389 C 0.10 0.49 Plate - LOCK 20 Ga, Gross Area FOR: 1-JACK NAILS. C -V 0.57 4260 C 0.09 0.48 Plate - RHS 20 Ga, Gross Area 2-TBRACE. 3-BEARING BLOCK. V -W 0.53 3722 C 0.25 0.28 it Type Plt Size X Y JSI 4. DESIGNER: JRP W -X 0.41 2652 C 0.07 0.34 E LOCK 4.Ox 6.0 0.2-0.5 0.99 X -G 0.35 1047 C 0.01 0.34 S LOCK 4.Ox 4.0 Ctr-0.5 0.89 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Ponrail 8/9/2006 8:17:30 AM Page 1 Job Mark SB32TF FTS ENGLE/SB32TF/M#17592 Quan Type Span P1-H1 Left OH Right OH I Engineering 1 M100 200508 10600 0 0 1-6-0 HO 1-6-0 m 0 TC" lx3 2x3 lx4 lx4 lx4 A V W X C 4x4 HO 1-6-0 20-4-0 (W)3x4 lx3 lx4 Sllx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 2x3 Y Z AA BB CC DD EE FF GG HH II D F hD 29 73 QP�t9="G' tSt9i9 E U T S R Q P O N JJ M L K J I H G 2x3 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx43x4 lx4 lx4 lx4 lx4 lx4 lx4 lx3 Common Diagonal: 1-2-8 SPL BC 20-5-8 20-5-8 ALL PLATES ARE LOCK20 Scale: 0.308" = 1 Robbins Engineering, Inc./online Plus- T -S 0.21 0 T 0.00 0.21 GG LOCK l.Ox 4.0 Ctr-0.5 0.98 S -R 0.21 0 T 0.00 0.21 HH LOCK 1.0x 4.0 Ctr-0.5 0.98 Online Plus -- Version 19.0.028 R -Q 0.21 0 T 0.00 0.21 II LOCK 1.0x 4.0 Ctr-0.5 0.98 RUN DATE: 08-AUG-06 Q -P 0.21 0 T 0.00 0.21 C LOCK 4.Ox 4.0 Ctr 0.5 0.72 P -0 0.21 0 T 0.00 0.21 U LOCK l.Ox 4.0 Ctr 0.5 0.98 CSI -Size- ----Lumber---- 0 -N 0.21 0 T 0.00 0.21 T LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 0.08 4x 2 SP-#2 N -JJ 0.13 0 T 0.00 0.13 S LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.21 4x 2 SP-##2 JJ-M 0.12 0 T 0.00 0.12 R LOCK 1.0x 4.0 Ctr 0.5 0.98 WB 0.13 4x 2 SP-#3 M -L 0.20 0 T 0.00 0.20 Q LOCK 1.0x 4.0 Ctr 0.5 0.98 L -K 0.21 0 T 0.00 0.21 P LOCK 1.Ox 4.0 Ctr 0.5 0.98 Brace truss as follows: K -J 0.21 0 T 0.00 0.21 O LOCK 1.0x 4.0 Ctr 0.5 0.98 O.C. From To J -I 0.21 0 T 0.00 0.21 N LOCK 1.Ox 4.0 Ctr 0.5 0.98 TC Cont. 0- 0- 0 20- 5- 8 I -H 0.21 0 T 0.00 0.21 M LOCK 1.0x 4.0 Ctr 0.5 0.98 BC Cont. 0- 0- 0 20- 5- 8 H -E 0.18 0 T 0.00 0.18 L LOCK 1.Ox 4.0 Ctr 0.5 0.98 -------------Webs------------- K LOCK 1.0x 4.0 Ctr 0.5 0.98 Loading Live Dead (psf) C -A 0.10 44 C 0.00 0.10 J LOCK 1.0x 4.0 Ctr 0.5 0.98 TC 40.0 10.0 C -A 0.11 44 C 0.00 0.11 I LOCK 1.0x 4.0 Ctr 0.5 0.98 BC 0.0 5.0 U -V 0.12 138 C 0.00 0.12 H LOCK 1.Ox 4.0 Ctr 0.5 0.98 Total 40.0 15.0 55.0 T -W 0.12 132 C 0.00 0.12 Spacing 24.0" S -X 0.12 133 C 0.00 0.12 Lumber Duration Factor 1.00 R -Y 0.12 133 C 0.00 0.12 REFER TO ROBBINS ENG. GENERAL Plate Duration Factor 1.00 Q -Z 0.12 133 C 0.00 0.12 NOTES AND SYMBOLS SHEET FOR TC Fb=1.15 Fc=1.10 Ft=1.10 P -AA 0.12 133 C 0.00 0.12 ADDITIONAL SPECIFICATIONS. BC Fb=1.10 Fc=1.10 Ft=1.10 0 -BB 0.12 133 C 0.00 0.12 N -CC 0.11 133 C 0.00 0.11 NOTES: Plus 1 UBC LL Load Case(s) M -DD 0.09 133 C 0.00 0.09 Trusses Manufactured by: L -EE 0.12 133 C 0.00 0.12 East Coast Lumber Checked for NonConcurrent 200 K -FF 0.12 133 C 0.00 0.12 Analysis Conforms To: Lbs Moving Point Load applied J -GG 0.12 133 C 0.00 0.12 FBC2004 at Panel Points and Mid -panel I -HH 0.12 132 C 0.00 0.12 Design checked for LL on BC on BC H -II 0.13 136 C 0.00 0.13 per BOCA (section 1606.2.3), E -D 0.08 43 C 0.00 0.08 IBC/IRC-2003 and FBC 2004 Jt React Uplft Size Req'd E -D 0.09 43 C 0.00 0.09 (section 1607.1), 20.0 psf. Lbs Lbs In-Sx In-Sx Design checked for 10 psf non- Cont. Brg 0- 1- 8 to 20- 4- 0 TL Defl 0.00" in E -E L/999 concurrent LL on BC. 2238 0 Hz = 0 LL Defl 0.00" in C -U L/999 Prevent truss rotation at all DL Defl 0.00" at L/999 bearing locations. Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in E -E 0.32 This truss must be installed ----------Top Chords---------- as shown. It cannot be A -V 0.08 29 C 0.00 0.08 Plates for each ply each face. installed upside-down. V -W 0.08 19 C 0.00 0.08 PLATING CONFORMS TO TPI. Max comp. force 138 Lbs W -X 0.07 19 C 0.00 0.07 REPORTS: SBCCI 9761 Quality Control Factor 1.25 X -Y 0.07 17 C 0.00 0.07 ROBBINS ENGINEERING, INC. Y -S1 0.07 15 C 0.00 0.07 USING GROSS AREA TEST. FABRICATOR NOTES: S1-Z 0.07 15 C 0.00 0.07 Plate - LOCK 20 Ga, Gloss Area 1. EAST COAST LUMBER 6 SUPPLY Z -AA 0.07 14 C 0.00 0.07 Plate - RHS 20 Ga, Gloss Area MAURICE A. SHASHOUA, AA -BB 0.07 13 C 0.00 0.07 Jt Type Plt Size X Y JSI P.E.#EB5251 6 19554 BB -CC 0.07 12 C 0.00 0.07 V LOCK 1.Ox 4.0 Ctr-0.5 0.98 5285 ST. LUCIE BLVD. CC-DD 0.07 10 C 0.00 0.07 W LOCK 1.0x 4.0 Ctr-0.5 0.98 FORT PIERCE FL. 34946 DD-EE 0.07 11 C 0.00 0.07 X LOCK 1.0x 4.0 Ctr-0.5 0.98 2. !!!CAUTION!!! READ 11BCSI-B1 EE-FF 0.07 12 C 0.00 0.07 Y LOCK 1.0x 4.0 Ctr-0.5 0.98 SUMMARY SHEET" BEFORE FF-GG 0.07 12 C 0.00 0.07 Z LOCK 1.Ox 4.0 Ctr-0.5 0.98 HANDLING , INSTALLING 6 GG-HH 0.07 13 C 0.00 0.07 AA LOCK 1.0x 4.0 Ctr-0.5 0.98 BRACING TRUSSES. HH-II 0.07 13 C 0.00 0.07 BB LOCK 1.Ox 4.0 Ctr-0.5 0.98 3. SEE ATTACHED DETAIL SHEET II-D 0.08 25 C 0.00 0.08 CC LOCK 1.Ox 4.0 Ctr-0.5 0.98 FOR: 1-JACK NAILS. --------Bottom Chords--------- DD LOCK 1.0x 4.0 Ctr-0.5 0.98 2-TBRACE. 3-BEARING BLOCK. C -U 0.21 0 T 0.00 0.21 EE LOCK 1.0x 4.0 Ctr-0.5 0.98 4. DESIGNER: JRP U -T 0.21 0 T 0.00 0.21 FF LOCK 1.0x 4.0 Ctr-0.5 0.98 Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/92006 8.17:30 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TF FT13 1 M100 150508 10600 0 0 ENGLE/SB32TF/M#17592 HO 1-6-0 TC lx3 C 2x3 lx4 lx4 lx4 lx4 lx4 A R S T .I}gUj��, V 1-6-0 �, I I ! B 2x3 HO 1-6-0 lx4 lx4 lx4 lx4 lx4 2x3 X Y Z AA BB E -_ - - 2x3 D Q P O N M L K J I H G lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 lx4 Common Diagonal: 1-2-8 lx3 BC OnlinePlus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.12 4x 2 SP-#2 BC 0.24 4x 2 SP-#2 WB 0.17 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 5- 8 BC Cont. 0- 0- 0 15- 5- 8 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Cases) 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- 5- 8 15-5-8 15-5-8 15-5-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus" --------Bottom Chords--------- B -Q 0.20 0 T 0.00 0.20 Q -P 0.21 0 T 0.00 0.21 P -0 0.21 0 T 0.00 0.21 0 -N 0.21 0 T 0.00 0.21 N -M 0.21 0 T 0.00 0.21 M -L 0.21 0 T 0.00 0.21 L -K 0.21 0 T 0.00 0.21 K -J 0.21 0 T 0.00 0.21 J -I 0.21 0 T 0.00 0.21 I -H 0.21 0 T 0.00 0.21 H -G 0.24 4 T 0.00 0.24 G -F 0.13 11 C 0.00 0.13 ------------- Webs ------------- B -A 0.10 44 C 0.00 0.10 B -A 0.11 44 C 0.00 0.11 Q -R 0.12 137 C 0.00 0.12 P -S 0.12 132 C 0.00 0.12 0 -T 0.12 133 C 0.00 0.12 N -U 0.12 133 C 0.00 0.12 M -V 0.12 133 C 0.00 0.12 L -W 0.12 133 C 0.00 0.12 K -X 0.12 133 C 0.00 0.12 J -Y 0.12 133 C 0.00 0.12 I -Z 0.12 131 C 0.00 0.12 H -AA 0.17 146 C 0.00 0.17 G -BB 0.17 90 T 0.02 0.15 F -E 0.06 52 C 0.00 0.06 F -E 0.07 52 C 0.00 0.07 TL Defl 0.00" in H -G L/999 LL Defl 0.00" in H -G L/999 DL Defl 0.00" at L/999 Shear // Grain in F -F 0.32 1700 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 29 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 0.08 16 C 0.00 0.08 Jt Type Plt Size X Y JSI U -V 0.08 17 C 0.00 0.08 R LOCK 1.0x 4.0 Ctr-0.5 0.90 V -W 0.08 20 C 0.00 0.08 S LOCK 1.0x 4.0 Ctr-0.5 0.90 W -X 0.08 24 C 0.00 0.08 T LOCK 1.0x 4.0 Ctr-0.5 0.90 X -Y 0.08 27 C 0.00 0.08 U LOCK 1.0x 4.0 Ctr-0.5 0.90 Y -Z 0.08 30 C 0.00 0.08 V LOCK 1.0x 4.0 Ctr-0.5 0.90 Z -AA 0.08 33 C 0.00 0.08 W LOCK 1.0x 4.0 Ctr-0.5 0.90 AA -BB 0.10 44 C 0.00 0.10 X LOCK 1.Ox 4.0 Ctr-0.5 0.90 BB-E 0.12 34 C 0.00 0.12 Y LOCK 1.0x 4.0 Ctr-0.5 0.90 Scale: 0.398" = t Z LOCK 1.0x 4.0 Ctr-0.5 0.90 AA LOCK 1.0x 4.0 Ctr-0.5 0.90 BB LOCK 1.0x 4.0 Ctr-0.5 0.90 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.Ox 4.0 Ctr 0.5 0.90 K LOCK 1.Ox 4.0 Ctr 0.5 0.90 J LOCK 1.0x 4.0 Ctr 0.5 0.90 I LOCK 1.0x 4.0 Ctr 0.5 0.90 H LOCK 1.0x 4.0 Ctr 0.5 0.90 G LOCK 1.0x 4.0 Ctr 0.5 0.90 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 146 Lbs Quality Control Factor 1.25 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: JRP Robbins Engineering, Inc./Online Plus"' 0 1996.2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17*35 AM Page 1 Job SB32TF ENGLE/SB32TF Mark FT12 17592 Right OH I Engineering 0 Quart Type Span 4 M150 150908 P1-H1 Left OH 10600 0 HO 1-6-0 TC lx3 4x6 3x3 F. r: O 1-6-0 F 2x3 H P O N B D M L K 1 x 3 ?'\I 4x4 3x3 3x3 lx4 lx4 3x3 3x3 4x4 Common Diagonal: 1-3-0 9-9 8-1 2-0-0 9-7 9-7 3x3 3x3 3x3 3x3 R A C S HO 1-6-0 3x3 4x6 T I w:308 w:308 R: 908 R: 908 BC' 7-10-2 7-11-6 15-9-8 ALL PLATES ARE LOCK20 Scale: 0.390" = 1' Robbins Engineering, Inc./Online Plus'" F -P 0.27 0 T 0.00 0.27 REFER TO ROBBINS ENG. GENERAL P -0 0.60 1479 T 0.13 0.47 NOTES AND SYMBOLS SHEET FOR Online Plus -- Version 19.0.028 0 -N 0.59 2301 T 0.21 0.38 ADDITIONAL SPECIFICATIONS. RUN DATE: 08-AUG-06 N -B 0.87 2589 T 0.40 0.47 B -D 0.87 2589 T 0.40 0.47 NOTES: CSI -Size- ----Lumber---- D -M 0.83 2589 T 0.40 0.43 Trusses Manufactured by: TC 0.46 4x 2 SP-#2 M -L 0.59 2301 T 0.21 0.38 East Coast Lumber BC 0.87 4x 2 SP-#2 L -K 0.60 1477 T 0.13 0.47 Analysis Conforms To: WB 0.44 4x 2 SP-#3 K -J 0.28 0 T 0.00 0.28 FBC2004 -------------Webs------------- Design checked for LL on BC Brace truss as follows: F -E 0.09 495 C per BOCA (section 1606.2.3), O.C. From To F -E 0.09 495 C IBC/IRC-2003 and FBC 2004 TC Cont. 0- 0- 0 15- 9- 8 E -P 0.44 1109 T (section 1607.1), 20.0 psf. BC Cont. 0- 0- 0 15- 9- 8 P -Q 0.20 1032 C Design checked for 10 psf non- Q -0 0.25 625 T concurrent LL on BC. Loading Live Dead (psf) 0 -R 0.11 593 C Provide 2X6 continuous TC 40.0 10.0 R -N 0.16 414 T strongbacks (on edge) every BC 0.0 5.0 N -A 0.10 545 C 10.0 Ft. Fasten to each Total 40.0 15.0 55.0 B -A 0.10 254 T truss w/ 3-16d nails at Spacing 24.0" D -C 0.09 225 T truss member(s). Lumber Duration Factor 1.00 C -M 0.10 521 C This truss must be installed Plate Duration Factor 1.00 M -S 0.15 396 T as shown. It cannot be TC Fb=1.15 Fc=1.10 Ft=1.10 S -L 0.12 595 C installed upside-down. BC Fb=1.10 Fc=1.10 Ft=1.10 L -T 0.25 626 T Max comp. force 2589 Lbs T -K 0.20 1031 C Quality Control Factor 1.25 Plus 2 Unbalanced Load Cases K -I 0.44 1108 T Plus 1 UBC LL Load Cases) J -I 0.09 495 C FABRICATOR NOTES: Plus 1 BC LL Load Case(s) J -I 0.09 495 C 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, Checked for NonConcurrent 200 TL Defl -0.19" in D -M L/984 P.E.#EB5251 & 19554 Lbs Moving Point Load applied LL Defl -0.14" in D -M L/999 5285 ST. LUCIE BLVD. at Panel Points and Mid -panel DL Defl -0.12" at D L/999 FORT PIERCE FL. 34946 on BC Shear // Grain in J -J 0.32 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE Jt React Uplft Size Req'd Plates for each ply each face. HANDLING , INSTALLING & Lbs Lbs In-Sx In-Sx PLATING CONFORMS TO TPI. BRACING TRUSSES. F 909 0 3- 8 1- 8 REPORTS: SBCCI 9761 3. SEE ATTACHED DETAIL SHEET J 908 0 3- 8 1- 8 ROBBINS ENGINEERING, INC. FOR: 1-JACK NAILS. USING GROSS AREA TEST. 2-TBRACE. 3-BEARING BLOCK. Membr CSI P Lbs Axl-CSI-Bnd Plate - LOCK 20 Ga, Gross Area 4. DESIGNER: JRP ----------Top Chords---------- Plate - RHS 20 Ga, Gross Area E -Q 0.37 784 C 0.00 0.37 Jt Type Plt Size X Y JSI Q -R 0.40 1900 C 0.03 0.37 E LOCK 4.Ox 6.0 Ctr-0.5 0.76 R -A 0.44 2447 C 0.02 0.42 I LOCK 4.Ox 6.0 Ctr-0.5 0.76 A -C 0.46 2589 C 0.04 0.42 P LOCK 4.Ox 4.0 Ctr 0.5 0.99 C -S 0.41 2439 C 0.02 0.39 B LOCK 1.0x 4.0 Ctr 0.5 0.90 S -T 0.40 1899 C 0.03 0.37 D LOCK 1.0x 4.0 Ctr 0.5 0.90 T -I 0.37 783 C 0.00 0.37 K LOCK 4.Ox 4.0 Ctr 0.5 0.99 --------Bottom Chords--------- RobbinsEngineering, Inc./Online Plus"' 0 1996-2006 Version 19.0.028 Engineering -Portrait 8I90006 8:17:34 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TF FT14 1 M150 150214 10600 0 0 ENGLE/SB32TF/M#17592 1-6-0 HO 1-6-0 TC lx3 4x6 3x3 EG P F 2.3 H 1 x 3 � HO 1-6-0 11-14 2-0-0 9-0 9-0 3x3 lx4 3x3 3x3 3x3 4x6 Q A C R S I �` NJ OG 4 N APMEN LEE- �• J\ dJ aJ ___ Z" I I .1 L �_i u W:308 R: 879 BC O N B D M 4x4 3x3 3x3 lx4 3x3 Common Diagonal: 1-3-0 7-4-6 15-2-14 ALL PLATES ARE LOCK20 L 3x3 7-10-8 K 4x4 J E)2x3 \'7 W:308 R: 876 Scale: 0.404" = 1' Robbins Engineering, Inc./Online Plus' F -0 0.27 0 T 0.00 0.27 NOTES AND SYMBOLS SHEET FOR 0 -N 0.59 1422 T 0.12 0.47 ADDITIONAL SPECIFICATIONS. Online Plus -- Version 19.0.028 N -B 0.69 2196 T 0.31 0.38 RUN DATE: 08-AUG-06 B -D 0.76 2407 T 0.38 0.38 NOTES: D -M 0.75 2407 T 0.38 0.37 Trusses Manufactured by: CSI -Size- ----Lumber---- M -L 0.57 2186 T 0.20 0.37 East Coast Lumber TC 0.56 4x 2 SP-#2 L -K 0.59 1417 T 0.12 0.47 Analysis Conforms To: BC 0.76 4x 2 SP-#2 K -J 0.28 0 T 0.00 0.28 FBC2004 WB 0.42 4x 2 SP-#3-------------Webs------------- Design checked for LL on BC F -E 0.09 480 C per BOCA (section 1606.2.3), Brace truss as follows: F -E 0.09 480 C IBC/IRC-2003 and FBC 2004 O.C. From To E -0 0.42 1070 T (section 1607.1), 20.0 psf. TC Cont. 0- 0- 0 15- 2-14 0 -P 0.19 989 C Design checked for 10 psf non - BC Cont. 0- 0- 0 15- 2-14 P -N 0.23 580 T concurrent LL on BC. N -Q 0.11 568 C Provide 2X6 continuous Loading Live Dead (psf) Q -B 0.22 563 T strongbacks (on edge) every TC 40.0 10.0 B -A 0.05 285 C 10.0 Ft. Fasten to each BC 0.0 5.0 D -C 0.07 189 T truss w/ 3-16d nails at Total 40.0 15.0 55.0 C -M 0.09 468 C truss member(s). Spacing 24.0" M -R 0.14 365 T This truss must be installed Lumber Duration Factor 1.00 R -L 0.11 555 C as shown. It cannot be Plate Duration Factor 1.00 L -S 0.23 584 T installed upside-down. TC Fb=1.15 Fc=1.10 Ft=1.10 S -K 0.19 988 C Max comp. force 2407 Lbs BC Fb=1.10 Fc=1.10 Ft=1.10 K -I 0.42 1064 T Quality Control Factor 1.25 J -I 0.09 478 C Plus 2 Unbalanced Load Cases J -I 0.09 478 C FABRICATOR NOTES: Plus 1 UBC LL Load Case(s) 1. EAST COAST LUMBER & SUPPLY Plus 1 BC LL Load Case(s) TL Defl -0.18" in D -M L/953 MAURICE A. SHASHOUA, LL Defl -0.14" in D -M L/999 P.E.#EB5251 & 19554 Checked for NonConcurrent 200 DL Defl -0.12" at D L/999 5285 ST. LUCIE BLVD. Lbs Moving Point Load applied Shear // Grain in J -J 0.32 FORT PIERCE FL. 34946 at Panel Points and Mid -panel 2. !!!CAUTION!!! READ "BCSI-B1 on BC Plates for each ply each face. SUMMARY SHEET" BEFORE PLATING CONFORMS TO TPI. HANDLING , INSTALLING & Jt React Uplft Size Req'd REPORTS: SBCCI 9761 BRACING TRUSSES. Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. 3. SEE ATTACHED DETAIL SHEET F 880 0 3- 8 1- 8 USING GROSS AREA TEST. FOR: 1-JACK NAILS. J 877 0 3- 8 1- 8 Plate - LOCK 20 Ga, Gross Area 2-TBRACE. 3-BEARING BLOCK. Plate - RHS 20 Ga, Gross Area 4. DESIGNER: JRP Membr CSI P Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI ----------Top Chords---------- E LOCK 4.Ox 6.0 Ctr-0.5 0.73 E -P 0.37 756 C 0.00 0.37 A LOCK 1.0x 4.0 Ctr-0.5 0.90 P -Q 0.40 1812 C 0.03 0.37 I LOCK 4.Ox 6.0 Ctr-0.5 0.73 Q -A 0.56 2407 C 0.03 0.53 0 LOCK 4.Ox 4.0 Ctr 0.5 0.96 A -C 0.56 2407 C 0,03 0.53 D LOCK 1.0x 4.0 Ctr 0.5 0.90 C -R 0.39 2297 C 0.02 0.37 K LOCK 4.Ox 4.0 Ctr 0.5 0.95 R -S 0.39 1810 C 0.03 0.36 S -I 0.36 752 C 0.00 0.36 --------Bottom Chords--------- REFER TO ROBBINS ENG. GENERAL Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17:36 AM Page 1 Job Mark SB32TF FT16 ENGLE/SB32TF/M#17592 -T Quart Type Span P1-H1 Left OH Right OH I Engineering 1 M150 130214 10600 0 0 1-6-0 HO 1-6-0 TC lx3 4x6 F 2x3 H lx3�% W:308 R: 769 BC 1-2-14 2-0-0 6-0 3x3 3x3 lx4 3x3 N M B D 4x4 3x3 lx4 3x3 Common Diagonal: 1-3-0 6-4-6 13-2-14 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" F -N 0.27 0 T 0.00 0.27 N -M 0.57 1210 T 0.11 0.46 Online Plus -- Version 19.0.028 M -B 0.70 1824 T 0.29 0.41 RUN DATE: 08-AUG-06 B -D 0.70 1824 T 0.29 0.41 D -L 0.57 1776 T 0.30 0.27 CSI -Size- ----Lumber---- L -K 0.57 1207 T 0.11 0.46 TC 0.42 4x 2 SP-#2 K -J 0.31 0 T 0.00 0.31 BC 0.70 4x 2 SP-#2 ------------- Webs ------------- WB 0.36 4x 2 SP-#3 F -E 0.08 420 C F -E 0.08 420 C Brace truss as follows: E -N 0.36 912 T O.C. From To N -0 0.16 839 C TC Cont. 0- 0- 0 13- 2-14 0 -M 0.18 460 T BC Cont. 0- 0- 0 13- 2-14 M -A 0.10 540 C B -A 0.07 179 T Loading Live Dead (psf) D -C 0.05 267 C TC 40.0 10.0 D -P 0.17 429 T BC 0.0 5.0 P -L 0.08 407 C Total 40.0 15.0 55.0 L -Q 0.17 435 T Spacing 24.0" Q -K 0.16 840 C Lumber Duration Factor 1.00 K -I 0.36 908 T Plate Duration Factor 1.00 J -I 0.08 417 C TC Fb=1.15 Fc=1.10 Ft=1.10 J -I 0.08 417 C BC Fb=1.10 Fc=1.10 Ft=1.10 TL Defl -0.13" in D -L L/999 Plus 2 Unbalanced Load Cases LL Defl -0.10" in D -L L/999 Plus 1 UBC LL Load Case(s) DL Defl -0.12" at D L/999 Plus 1 BC LL Load Case(s) Shear // Grain in J -J 0.32 Checked for NonConcurrent 200 Plates for each ply each face. Lbs Moving Point Load applied PLATING CONFORMS TO TPI. at Panel Points and Mid -panel REPORTS: SBCCI 9761 on BC ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Jt React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area F 770 0 3- 8 1- 8 Jt Type Plt Size X Y JSI J 767 0 3- 8 1- 8 E LOCK 4.Ox 6.0 Ctr-0.5 0.63 C LOCK 1.0x 4.0 Ctr-0.5 0.90 Membr CSI P Lbs Axl-CSI-Bnd P LOCK 3.Ox 3.0 0.1 Ctr 0.90 ----------Top Chords---------- I LOCK 4.Ox 6.0 Ctr-0.5 0.62 E -0 0.41 645 C 0.00 0.41 N LOCK 4.Ox 4.0 Ctr 0.5 0.81 O -A 0.42 1510 C 0.01 0.41 B LOCK 1.0x 4.0 Ctr 0.5 0.90 A -C 0.40 1824 C 0.01 0.39 K LOCK 4.Ox 4.0 Ctr 0.5 0.81 C -P 0.39 1824 C 0.01 0.38 P -Q 0.39 1500 C 0.02 0.37 Q -I 0.37 642 C 0.00 0.37 REFER TO ROBBINS ENG. GENERAL --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR Robbins Engineering, Inc./Online Plus'" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17:36 AM Pagel HO 1-6-0 3x3 4x6 n i J 2x3 L K 3x3 4x4 6-10-8 w:308 R: 766 Scale: 0.462" = 1 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 1824 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TF FG20 1 FBB 90604 10600 0 0 ENGLE/SB32TF/M#17592 HG1 1-6-0 Ho 1-6-0 TC 9-6-4 3x3 2x4 I J 1-6-0 3x8 A D 2x4 >' 3x8 4x8 \ 1111 W:308 R: 1047 BC' 9-6-4 9-6-4 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus" it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Online Plus -- Version 19.0.028 D 1047 0 3- 8 1- 8 RUN DATE: 08-AUG-06 C 1047 0 3- 8 1- 8 CSI -Size- ----Lumber---- TC 0.52 2x 4 SP-#2 BC 0.67 2x 4 SP-#2 WB 0.78 2x 4 SP-#3 Brace truss as follows: O.C. From To TIC Cont. 0- 0- 0 9- 6- 4 BC Cont. 0- 0- 0 9- 6- 4 Loading Live Dead (psf) TIC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TIC Fb=1.00 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 TIC V 80 20 0.0' 9.5' BC V 0 10 0.0' 9.5' TIC V 0 110 0.0' 9.5' Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.51 1819 C 0.04 0.47 I -J 0.43 1815 C 0.04 0.39 J -B 0.52 1815 C 0.04 0.48 --------Bottom Chords --------- D -H 0.38 0 T 0.00 0.38 H -G 0.67 1819 T 0.33 0.34 G -C 0.35 0 T 0.00 0.35 ------------- Webs ------------- D -A 0.20 1019 C A -H 0.78 1954 T H -I 0.13 694 C I -G 0.06 166 C G -J 0.13 693 C G -B 0.78 1950 T C -B 0.20 1018 C TL Defl -0.08" in H -G L/999 LL Defl -0.03" in H -G L/999 DL Defl 0.00" at L/999 Shear // Grain in A -I 0.60 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 8.0 0.5 Ctr 0.97 B LOCK 3.Ox 8.0-0.5 Ctr 0.97 H LOCK 3.Ox 8.0-0.5 Ctr 0.97 3x8 e w:308 R:1047 Scale: 0.624" = 1' G LOCK 4.Ox 8.0 1.0 Ctr 1.00 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1819 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 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: JRP Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering -Portrait 819/2006 8:17:24 AM Pagel Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.20 4x 2 SP-#2 BC 0.41 4x 2 SP-#2 WB 0.08 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3-11- 0 BC Cont. 0- 0- 0 3-11- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx B 215 0 3- 8 1- 8 D 263 0 3- 8 1- 8 Robbins Engineering, inc./Online Plus - A -F 0.20 176 C 0.00 0.20 F -C 0.20 176 C 0.00 0.20 --------Bottom Chords --------- B -E 0.34 0 T 0.00 0.34 E -D 0.41 0 T 0.00 0.41 ------------- Webs ------------- B -A 0.02 113 C B -A 0.02 113 C A -E 0.08 220 T E -F 0.04 224 C E -C 0.08 220 T D -C 0.02 113 C D -C 0.02 113 C TL Defl 0.01" in B -E L/999 LL Defl 0.01" in B -E L/999 DL Defl 0.00" at L/999 Shear // Grain in D -D 0.32 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 4.0-0.5 Ctr 0.90 F LOCK 1.0x 4.0 Ctr-0.5 0.90 C LOCK 3.Ox 4.0 0.5 Ctr 0.90 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 Robbins Engineenng, Inc./Online Plus" m 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17:38 AM Page 1 Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 224 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TF FG17 1*2P FBB 111100 10600 0 0 ENGLE/SB32TF/M#17592 HO 1-6-0 HO 1-6-0 TC 11-11-0 3x10 3x3 2x4 A I J 1-6-0 D 2x4 W:308 R:2377 BC Online Plus -- Version RUN DATE: 08-AUG-06 *************** * 2-Ply Truss 3x10 11-11-0 11-11-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx 19.0.028 D 2377 0 3- 8 1- 8 C 2473 0 3- 8 1- 8 CSI -Size- ----Lumber---- TC 0.73 2x 4 SP-#2 BC 0.75 2x 4 SP-#2 WB 0.23 2x 4 SP-#3 EX A -H 2x 4 SP-#2 EX G -J 2x 6 SP-#2 EX G -B 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11-11- 0 BC Cont. 0- 0- 0 11-11- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 11.9' BC V 0 10 0.0' 11.9' TC V 200 75 0.0' 11.9' BC V 191 72 8.1' 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 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.71 5121 C 0.08 0.63 I -J 0.73 5520 C 0.09 0.64 J -B 0.73 5520 C 0.09 0.64 --------Bottom Chords --------- D -H 0.22 0 T 0.00 0.22 H -G 0.75 5121 T 0.59 0.16 G -C 0.21 0 T 0.00 0.21 ------------- Webs ------------- D -A 0.22 2334 C A -H 0.62 5414 T H -I 0.16 1733 C I -G 0.08 413 T G -J 0.06 1653 C G -B 0.67 5808 T C -B 0.23 2422 C TL Defl -0.17" in H -G L/799 LL Defl -0.12" in H -G L/999 DL Defl -0.12" at G L/999 Shear // Grain in I -J 0.67 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox10.0 1.5 Ctr 0.91 B LOCK 3.Ox10.0-1.5 Ctr 0.97 H LOCK 3.0x10.0-1.5 Ctr 0.91 G LOCK 4.Oxl4.0 1.0 Ctr 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. 3x10 B C x4 41.J • U G 4x14 HGR R:2472 Scale: 0.507" = 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 8 15 0 BC 1 12 24 0 WB 1 8 8 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 5520 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering, Inc./Online Plus- m 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8 17:23 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TF FG15 1*2P FBB 130700 10600 0 0 ENGLE/SB32TF/M#17592 1-6-0 HO ,1-6-0 HO 1-6-0 TC 13-7-0 #4x6 L D #3x4 1F 1..R lievr. 1i rrzR 5x6 3x3 4x14 3x3 #5x6 �r 711 7/' w:308 R:3123 BC; Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 +++a+ar+aaaaaar + 2-Ply Truss ♦r:+ar++aa+a+++ CSI -Size- ----Lumber---- TC 0.71 2x 4 SP-#2 BC 0.55 2x 4 SP-#2 WB 0.96 2x 4 SP-#3 EX D -A 2x 6 SP-#2 EX I -N 2x 8 SP-SS EX C -B 2x 6 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 7- 0 BC Cont. 0- 0- 0 13- 7- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.00 Plate Duration Factor 1.00 plf - Live Dead From To TC V 80 20 0.0' 13.6' BC V 0 10 0.0' 13.6' TC V 400 150 1.7' 13.6' TC V 1798 674 1.7' CL-LB Plus 4 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 3123 0 3- 8 1-13 I 5693 0 5- 8 3- 2 C 2037 0 3- 8 1- 8 w:508 R:5692 6-10-0 6-9-0 13-7-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, inc./Online Plus' ----------Top Chords ---------- * -L 0.29 3668 C 0.04 0.25 L -M 0.57 2622 C 0.02 0.55 M -N 0.71 2047 T 0.23 0.48 N -0 0.69 2047 T 0.23 0.46 O -P 0.48 1819 C 0.01 0.47 P -B 0.42 1899 C 0.01 0.41 --------Bottom Chords --------- * -K 0.12 0 T 0.00 0.12 K -J 0.55 3668 T 0.42 0.13 J -I 0.45 2622 T 0.30 0.15 I -H 0.34 1819 T 0.17 0.17 H -G 0.29 1899 T 0.21 0.08 G -C 0.08 0 T 0.00 0.08 ------------- Webs ------------- D -A 0.11 3045 C A -K 0.96 4792 T K -L 0.30 3139 C L -J 0.15 1510 C J -M 0.10 620 T M -I 0.46 4720 C I -N 0.03 1419 C I -0 0.36 3646 C H -0 0.04 219 T H -P 0.06 660 C G -P 0.15 1585 C G -B 0.49 2481 T C -B 0.07 2004 C TL Defl -0.04" in K -J L/999 LL Defl -0.03" in K -J L/999 DL Defl -0.12" at J L/606 Shear // Grain in L -M 0.82 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RES 20 Ga, Gross Area Jt Type Plt Size X Y JSI A# LOCK 6.Ox 8.0-0.6 0.1 0.96 M LOCK 3.Ox 8.0 1.5 Ctr 0.99 0# LOCK 3.Ox 8.0-1.0 Ctr 0.81 K LOCK 5.Ox 6.0-1.0 Ctr 0.96 J LOCK 3.Ox 3.0-0.5 Ctr 0.89 I LOCK 4.Oxl4.0-0.5 Ctr 0.99 G# LOCK 5.Ox 6.0-0.1 Ctr 0.63 # = Plate Monitor used w:308 R:2036 Scale: 0.445" = 1 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 4.5 8.5 0 BC 1 12 24 0 WB 1 8 8 Plus clusters of nails where shown. Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. 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 4720 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 "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: JRP C x4 REFER TO ROBBINS ENG. GENERAL Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Ponraa 8/9/2006 8:17:23 AM Page 1 Job I Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TF FT19 6 M150 110708 10600 0 0 ENGLE/SB32TF/M#17592 HO 1-6-0 HO 1-6-0 m 0 TCH 7-0 2-0-0 8-0 lx3 4x4 3x3 3x3 3x3 3x3 4x4 n u 1-6-0 l \ \ 5 G \ 4x4 IE W:308 R: 673 BC 3x3 3x3 lx4 lx4 3x3 Common Diagonal: 1-3-0 5-10-0 11-7-8 ALL PLATES ARE LOCK20 3x3 5-9-8 I 2x3 W:308 R: 672 Scale: 0.513" = 1 Robbins Engineering, Inc./Online Plus" G -M 0.25 0 T 0.00 0.25 ADDITIONAL SPECIFICATIONS. M -L 0.54 1020 T 0.10 0.44 Online Plus -- Version 19.0.028 L -B 0.58 1379 T 0.22 0.36 NOTES: RUN DATE: 08-AUG-06 B -D 0.58 1379 T 0.22 0.36 Trusses Manufactured by: D -K 0.55 1379 T 0.22 0.33 East Coast Lumber CSI -Size- ----Lumber---- K -J 0.54 1020 T 0.10 0.44 Analysis Conforms To: TC 0.36 4x 2 SP-#2 J -I 0.28 0 T 0.00 0.28 FBC2004 BC 0.58 4x 2 SP-#2-------------Webs------------- Design checked for LL on BC WB 0.30 4x 2 SP-#3 G -E 0.07 366 C per BOCA (section 1606.2.3), G -E 0.07 366 C IBC/IRC-2003 and FBC 2004 Brace truss as follows: E -M 0.30 770 T (section 1607.1), 20.0 psf. O.C. From To M -N 0.14 706 C Design checked for 10 psf non- TC Cont. 0- 0- 0 11- 7- 8 N -L 0.16 403 T concurrent LL on BC. BC Cont. 0- 0- 0 11- 7- 8 L -A 0.08 426 C Provide 2X6 continuous B -A 0.08 209 T strongbacks (on edge) every Loading Live Dead (psf) D -C 0.07 185 T 10.0 Ft. Fasten to each TC 40.0 10.0 C -K 0.08 405 C truss w/ 3-16d nails at BC 0.0 5.0 K -0 0.15 390 T truss member(s). Total 40.0 15.0 55.0 0 -J 0.14 706 C This truss must be installed Spacing 24.0" J -H 0.30 770 T as shown. It cannot be Lumber Duration Factor 1.00 I -H 0.07 366 C installed upside-down. Plate Duration Factor 1.00 I -H 0.07 366 C Max comp. force 1380 Lbs TC Fb=1.15 Fc=1.10 Ft=1.10 Quality Control Factor 1.25 BC Fb=1.10 Fc=1.10 Ft=1.10 TL Defl -0.08" in D -K L/999 LL Defl -0.06" in D -K L/999 FABRICATOR NOTES: Plus 2 Unbalanced Load Cases DL Defl -0.12" at D L/999 1. EAST COAST LUMBER & SUPPLY Plus 1 UBC LL Load Case(s) Shear // Grain in I -I 0.32 MAURICE A. SHASHOUA, Plus 1 BC LL Load Case(s) P.E.#EB5251 & 19554 Plates for each ply each face. 5285 ST. LUCIE BLVD. Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. FORT PIERCE FL. 34946 Lbs Moving Point Load applied REPORTS: SBCCI 9761 2. !!!CAUTION!!! READ "BCSI-B1 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. SUMMARY SHEET" BEFORE on BC USING GROSS AREA TEST. HANDLING , INSTALLING & Plate - LOCK 20 Ga, Gross Area BRACING TRUSSES. Jt React Uplft Size Req'd Plate - RHS 20 Gat, Gross Area 3. SEE ATTACHED DETAIL SHEET Lbs Lbs In-Sx In-Sx Jt Type Plt Size X Y JSI FOR: 1-JACK NAILS. G 674 0 3- 8 1- 8 E LOCK 4.Ox 4.0-0.5-0.5 0.93 2-TBRACE. 3-BEARING BLOCK. I 672 0 3- 8 1- 8 H LOCK 4.Ox 4.0 0.5-0.5 0.93 4. DESIGNER: JRP G LOCK 4.Ox 4.0 Ctr 0.5 0.72 Membr CSI P Lbs Axl-CSI-Bnd M LOCK 3.Ox 3.0-0.5 Ctr 0.98 ----------Top Chords---------- B LOCK 1.0x 4.0 Ctr 0.5 0.90 E -N 0.34 544 C 0.00 0.34 D LOCK 1.0x 4.0 Ctr 0.5 0.90 N -A 0.35 1258 C 0.01 0.34 J LOCK 3.Ox 3.0 0.5 Ctr 0.98 A -C 0.30 1380 C 0.01 0.29 C -0 0.36 1252 C 0.01 0.35 0 -H 0.35 544 C 0.00 0.35 REFER TO ROBBINS ENG. GENERAL --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering • Portrait 8/9/2006 8:17:38 AM Page I Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TF FT18 1 M100 110800 10600 0 0 ENGLE/SB32TF/M#17592 1-6-0 11-6-8 lx4 lx4 lx4 lx4 lx4 lx4 lx4 IP Q R S T U V B 2x3 D O N M L K lx3 lx4 lx4 lx4 lx4 lx4 Common Diagonal: 1-2-8 BC OnlinePlus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.13 4x 2 SP-#2 BC 0.24 4x 2 SP-#2 WB 0.19 4x 2 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 8- 0 BC Cont. 0- 0- 0 11- 8- 0 Loading Live Dead (psf) TC 40.0 10.0 BC 0.0 5.0 Total 40.0 15.0 55.0 Spacing 24.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 11- 8- 0 1270 0 Hz = 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -P 0.08 28 C 0.00 0.08 P -Q 0.08 17 C 0.00 0.08 Q -R 0.08 17 C 0.00 0.08 R -S 0.08 20 C 0.00 0.08 S -T 0.08 25 C 0.00 0.08 T -U 0.08 29 C 0.00 0.08 U -V 0.08 33 C 0.00 0.08 V -W 0.11 47 C 0.00 0.11 11-8-0 11-8-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' W -E 0.13 38 C 0.00 0.13 --------Bottom Chords--------- B -0 0.20 0 T 0.00 0.20 0 -N 0.21 0 T 0.00 0.21 N -M 0.21 0 T 0.00 0.21 M -L 0.21 0 T 0.00 0.21 L -K 0.21 0 T 0.00 0.21 K -J 0.21 0 T 0.00 0.21 J -I 0.21 0 T 0.00 0.21 I -H 0.24 4 T 0.00 0.24 H -G 0.15 it C 0.00 0.15 ------------- Webs ------------- B -A 0.10 45 C 0.00 0.10 B -A 0.11 45 C 0.00 0.11 0 -P 0.12 137 C 0.00 0.12 N -Q 0.12 132 C 0.00 0.12 M -R 0.12 133 C 0.00 0.12 L -S 0.12 133 C 0.00 0.12 K -T 0.12 133 C 0.00 0.12 J -U 0.12 130 C 0.00 0.12 I -V 0.19 149 C 0.00 0.19 H -W 0.17 91 T 0.02 0.15 G -E 0.07 51 C 0.00 0.07 G -E 0.08 51 C 0.00 0.08 TL Defl 0.00" in I -H L/999 LL Defl 0.00" in I -H L/999 DL Defl 0.00" at L/999 Shear // Grain in B -0 0.21 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI P LOCK 1.0x 4.0 Ctr-0.5 0.90 Q LOCK 1.0x 4.0 Ctr-0.5 0.90 R LOCK 1.0x 4.0 Ctr-0.5 0.90 S LOCK 1.0x 4.0 Ctr-0.5 0.90 T LOCK 1.0x 4.0 Ctr-0.5 0.90 U LOCK 1.0x 4.0 Ctr-0.5 0.90 V LOCK 1.0x 4.0 Ctr-0.5 0.90 W LOCK 1.0x 4.0 Ctr-0.5 0.90 0 LOCK 1.0x 4.0 Ctr 0.5 0.90 HO 1-6-0 m 0 lx3 lx4 2x3 W E r-� HO 1-6-0 TC lx3 2x3 A C Li G J I H 4x4 lx4 lx4 lx4 r Scale: 0.524" = 1 N LOCK 1.0x 4.0 Ctr 0.5 0.90 M LOCK 1.0x 4.0 Ctr 0.5 0.90 L LOCK 1.0x 4.0 Ctr 0.5 0.90 K LOCK 1.0x 4.0 Ctr 0.5 0.90 J LOCK 1.0x 4.0 Ctr 0.5 0.90 I LOCK 1.Ox 4.0 Ctr 0.5 0.90 H LOCK 1.0x 4.0 Ctr 0.5 0.90 G LOCK 4.Ox 4.0 1.2 0.5 0.60 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 149 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: JRP Robbins Engineering, Inc./Online Plus'" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:17.37 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR 1115 1 HIPP 190400 6 1- 2- 0 1- 2- 0 ENGLE/SB32TR/M#17592 3-10-3 HO 4-3 HO 4-3 TC 1-2-0 7-0-0 5-4-0 7-0-0 1-2-0 4x8 4x6 B C BC- R:1694 R:1694 U: 708 U: 708 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.98 2x 4 SP-#2 BC 0.67 2x 4 SP-#2 WB 0.21 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 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' 19.3' BC V 0 10 0.0' 19.3' TC V 50 38 7.0' 12.3' BC V 0 13 7.1' 12.2' BC V 280 280 7.1' CL-LB BC V 280 280 12.2' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1694 709 8- 0 2- 0 19-4-0 19-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Hz = -79 D 1694 709 8- 0 2- 0 Hz = 80 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.30 2984 C 0.07 0.23 I -B 0.58 2881 C 0.06 0.52 B -C 0.98 2620 C 0.07 0.91 C -J 0.52 2889 C 0.06 0.46 J -D 0.29 2986 C 0.07 0.22 --------Bottom Chords --------- A -H 0.60 2641 T 0.48 0.12 H -F 0.60 2641 T 0.48 0.12 F -S1 0.51 2599 T 0.48 0.03 S1-E 0.67 2599 T 0.28 0.39 E -G 0.62 2646 T 0.48 0.14 G -D 0.62 2646 T 0.48 0.14 ------------- Webs ------------- H -I 0.05 185 T i -F 0.04 193 C F -B 0.21 675 T B -E 0.05 139 T E -C 0.21 683 T E -J 0.04 200 C G -J 0.05 176 T TL Defl -0.20" in S1-E L/999 LL Defl -0.10" in F -S1 L/999 DL Defl -0.16" at S1 L/999 Shear // Grain in B -C 0.50 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.99 D LOCK 4.Ox 6.0 Ctr 0.1 0.99 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.308" = 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2986 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: JRP Robbins Engineering, Inc./Online Plus'" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/912006 8:11:56 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TR H16 1 HIPP 190400 6 1- 2- 0 1- 2- 0 ENGLE/SB32TR/M#17592 • HO . 3 HO 4-3 TC 1-2-0 9-0-0 1-4-0 9-0-0 1-2-0 4x8 4x6 B C 4-10-3 BC W:800 R: 869 U: 360 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.27 2x 4 SP-#2 BC 0.69 2x 4 SP-#2 WB 0.14 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 869 361 8- 0 1- 8 Hz = -103 D 869 361 8- 0 1- 8 19-4-0 19-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.27 1262 C 0.00 0.27 G -B 0.20 918 C 0.00 0.20 B -C 0.08 814 C 0.05 0.03 C -H 0.21 918 C 0.00 0.21 H -D 0.27 1264 C 0.00 0.27 --------Bottom Chords --------- A -F 0.69 1136 T 0.12 0.57 F -E 0.59 808 T 0.08 0.51 E -D 0.66 1138 T 0.12 0.54 ------------- Webs ------------- G -F 0.14 361 C F -B 0.14 440 T B -E 0.08 254 T E -C 0.06 212 T E -H 0.14 364 C TL Defl -0.19" in A -F L/999 LL Defl 0.20" in E -D L/999 DL Defl -0.12" at F L/999 Shear // Grain in F -E 0.27 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI E LOCK 5.Ox 8.0 1.0-0.5 0.56 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. W:800 R: 869 U: 360 Scale: 0.308" = 1 East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1264 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: JRP Hz = 104 NOTES: Trusses Manufactured by: Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/92006 8:11:56 AM Page 1 Job j Mark Quan Type Span P1-H1 Left OH Right OH F_ngineeritig SB32TR T19 3 TR 190400 6 0 1- 2- 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 4-3 TC 9-8-0 9-8-0 1-2-0 4x4 B 5-2-3 3 W:800 R: 773 U: 324 BC 3x4 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.23 2x 4 SP-#2 BC 0.65 2x 4 SP-#2 WB 0.15 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 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 773 324 8- 0 1- 8 Hz = -110 C 869 361 8- 0 1- 8 Hz = ill 3x4 19-4-0 19-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.23 1298 C 0.01 0.22 F -B 0.23 1170 C 0.01 0.22 B -G 0.23 1170 C 0.01 0.22 G -C 0.23 1298 C 0.01 0.22 --------Bottom Chords --------- A -E 0.47 1166 T 0.12 0.35 E -S1 0.65 741 T 0.08 0.57 S1-D 0.42 741 T 0.08 0.34 D -C 0.47 1166 T 0.13 0.34 ------------- Webs ------------- F -E 0.05 300 C E -B 0.15 494 T B -D 0.15 494 T D -G 0.05 300 C TL Defl -0.17" in E -S1 L/999 LL Defl -0.09" in E -S1 L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in F -B 0.20 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Pit Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber 3x4 W:800 R: 869 U: 360 Scale: 0.323" = 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 1298 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: JRP Robbins Engineering, Inc./Online Plus'" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8I9/2006 8:11:57 AM Pagel Job Mark Quan Type Span Pi -Hi Left OH Right OH I Engineering SB32TR G20 1 TR 190400 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 5-2-3 HO 4-3 TC 1-'-0 BC 9-8-0 4x6 B 9-8-0 HO 4-3 8 4 -- I zxa Dxv oxo .,,.� �... 17 W:800 W:800 R:2512 R:2706 U:1049 U:1135 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.36 2x 4 SP-#2 BC 0.90 2x 6 SP-#2 WB 0.78 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 19- 4- 0 BC Cont. 0- 0- 0 19- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 19.3' BC V 0 10 0.0' 19.3' BC V 100 100 2.7' 19.3' BC V 122 122 2.7' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2513 1050 8- 0 2-15 Hz = -109 C 2706 1135 8- 0 3- 3 Hz = 110 19-4-0 19-4-0 ALL PLATES ARE LOCA20 Robbins Engineering, Inc./Online Plus"' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.32 4842 C 0.29 0.03 I -J 0.36 4148 C 0.16 0.20 J -B 0.26 3034 C 0.19 0.07 B -K 0.26 3034 C 0.19 0.07 K -L 0.35 4147 C 0.16 0.19 L -C 0.34 4884 C 0.21 0.13 --------Bottom Chords --------- A -H 0.77 4323 T 0.57 0.20 H -G 0.90 4323 T 0.57 0.33 G -F 0.73 3720 T 0.49 0.24 F -S1 0.73 3717 T 0.49 0.24 S1-E 0.64 3717 T 0.49 0.15 E -D 0,88 4371 T 0.58 0.30 D -C 0.80 4371 T 0.58 0.22 ------------- Webs ------------- H -I 0.13 471 T I -G 0.14 650 C G -J 0.33 1103 T J -F 0.42 1289 C F -B 0.78 2438 T F -K 0.42 1286 C E -K 0.33 1104 T E -L 0.15 704 C D -L 0.13 488 T TL Defl -0.22" in F -S1 L/976 LL Defl -0.11" in F -S1 L/999 DL Defl -0.17" at S1 L/999 Shear // Grain in H -G 0.37 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 5.Ox 4.0 1.0 0.9 0.99 A LOCK 3.Ox 8.0 1.8 0.7 0.94 B LOCK 4.Ox 6.0 Ctr-0.1 0.90 C LOCK 5.Ox 4.0-1.0 0.9 0.99 C LOCK 3.Ox 8.0-1.8 0.7 0.94 G LOCK 5.Ox 4.0 Ctr-0.2 0.86 E LOCK 5.Ox 4.0 Ctr-0.2 0.86 Scale: 0.323" = 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. 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 4884 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: JRP Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8,11:58 AM Page 1 Job Mark Quan Type Span P1-Hi Left OH Right OH I Engineering SB32TR M24 2 MONO 20800 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 1-8-3 HO 4-3 TC 1-2-0 BC Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.17 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 8- 0 BC Cont. 0- 0- 0 2- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 2-8-0 HO 1-8-3 2x4 W:308 HGR R: 258 R: 262 U: 68 U: 57 2-8-0 2-8-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' Hz = 61 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 30 C 0.00 0.08 --------Bottom Chords --------- A -C 0.17 47 T 0.00 0.17 ------------- Webs ------------- C -B 0.01 81 C WindLd TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx OH Loading A 259 69 3- 8 1- 8 Soffit psf 2.0 Hz = 32 Design checked for LL on BC C 263 57 3- 8 1- 8 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8192006 8:12:00 AM Page 1 4 Scale: 0.760" = 1 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 81 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TR GE22 1 MONO 20800 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 1-8-3 HO 4-3 TC 1-2-0 BC Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP-#2 BC 0.17 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 8- 0 BC Cont. 0- 0- 0 2- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 6 2x4 A 2-8-0 HO 1-8-3 .7;--_7 . --7 2-8-0 2-8-0 ALL PLATES ARE LOCK20 Robbins Engineering, inc./OnLine P1usTM Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 30 C 0.00 0.08 --------Bottom Chords --------- A -C 0.17 15 C 0.00 0.17 ------------- Webs ------------- C -B 0.01 81 C WindLd TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 OH Loading Jt React Uplft Size Req'd Soffit psf 2.0 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 2- 8- 0 per BOCA (section 1606.2.3), 403 126 Hz = 61 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 8/912006 8:11:59 AM Page 1 2x4 C x4 Scale: 0.851" = 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: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 81 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: JRP Job I Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR I G23 1 MONO 120000 6 0 0 ENGLE/SB32TR/M#17592 10-0-1 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- TC 0.69 2x 4 SP-#2 BC 0.60 2x 4 SP-#2 WB 0.44 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 0- 0 BC Cont. 0- 0- 0 12- 0- 0 WB 1 rows CLB on P -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' 12.0' BC V 0 10 0.0' 12.0' BC V 7 7 0.0' 4.8' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) HO 4-0-1 HO 10-0-1 TC 12-0-0 3 A 2x4 2x4 B U O AA DD HH •2x4 3x3 7EE4- 0 - II C 3x3 HGR W:400 W:400 R: 243 R: 481 R: 348 U: 48 U: 233 U: 248 BC 4-10-0 7-2-0 12-0-0 ALL PLATES ARE LOCK20 See • For Typical Gable Plate Size and Placement Scale: 0.182" = 1 Robbins Engineering, Inc./Online Plus' it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 243 49 3- 8 1- 8 Hz = -284 0 481 234 4- 0 1- 8 C 348 249 4- 0 1- 8 Hz = 462 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- F -P 0.69 74 C 0.00 0.69 P -B 0.69 160 C 0.00 0.69 --------Bottom Chords --------- A -0 0.44 218 T 0.00 0.44 0 -C 0.60 185 T 0.00 0.60 ------------- Webs ------------- A -F 0.09 198 C WindLd F -0 0.05 177 T 0 -P 0.23 427 C P -C 0.05 233 T 1 Br C -B 0.44 208 C WindLd 1 Br TL Defl -0.10" in 0 -C L/834 LL Defl -0.06" in 0 -C L/999 DL Defl 0.00" at L/999 Shear // Grain in P -B 0.34 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI 9 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 on BC NOTES: Robbins Engineering. Inc./Online PIUS- m 1996-2006 Version 19.0,028 Engineering - Portrait 8/9/2006 8:12:00 AM Page 1 Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Provide connection to bearing for 461 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: 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 427 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TR M21 7 MONO 111008 6 0 0 ENGLE/SB32TR/M#17592 9-11-5 Ho 4-0-1 Ho 9-11-5 TC 11-10-8 3 A 2x4 HGR R: 512 U: 120 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.52 2x 4 SP-#2 BC 0.51 2x 4 SP-#2 WB 0.43 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11-10- 8 BC Cont. 0- 0- 0 11-10- 8 WB 1 rows CLB on E -C WB 1 rows CLB on C -B Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 D 3x3 BC 11-10-8 11-10-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' Hz = 458 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- F -E 0.52 302 C 0.00 0.52 E -B 0.52 150 C 0.00 0.52 --------Bottom Chords --------- A -D 0.48 216 T 0.00 0.48 D -C 0.51 290 T 0.03 0.48 ------------- Webs ------------- A -F 0.12 496 C WindLd F -D 0.11 349 T D -E 0.04 128 T E -C 0.14 434 C 1 Br C -B 0.43 169 C WindLd 1 Br TL Defl -0.06" in D -C L/999 LL Defl 0.04" in A -D L/999 DL Defl -0.12" at D L/999 Shear // Grain in F -E 0.29 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. Lbs Moving Point Load applied at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 512 121 3- 8 1- 8 Provide connection to bearing Hz = -283 for 458 Lbs Horiz Reaction C 531 278 3- 8 1- 8 Design checked for LL on BC Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:11:58 AM Page 1 2x4 B c D 3x3 HGR R: 531 U: 277 Scale: 0.224" = 1' per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 496 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering S'B32TR H10 1 HIPP 240400 6 0 1- 2- 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 4-3 0 0 N O TC 7-0-0 10-4-0 7-0-0 2x4 I 4x8 B 3-10-3 5 3 W R:2048 U: 860 Sc Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.99 2x 4 SP-#2 BC 0.83 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 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2048 861 4- 0 2- 7 Hz = -79 D 2144 897 4- 0 2- 8 24-4-0 24-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, inc./Online Plus' Hz = 80 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.40 3912 C 0.12 0.28 H -B 0.59 3852 C 0.12 0.47 B -I 0.99 4219 C 0.14 0.85 I -C 0.99 4219 C 0.14 0.85 C -J 0.59 3852 C 0.12 0.47 J -D 0.40 3912 C 0.12 0.28 --------Bottom Chords --------- A -L 0.83 3466 T 0.64 0.19 L -F 0.82 3466 T 0.64 0.18 F -S1 0.75 3467 T 0.36 0.39 S1-G 0.83 3467 T 0.36 0.47 G -E 0.75 3467 T 0.36 0.39 E -K 0.82 3466 T 0.64 0.18 K -D 0.83 3466 T 0.64 0.19 ------------- Webs ------------- L -H 0.05 169 T H -F 0.04 167 C F -B 0.20 650 T S -G 0.29 913 T G -I 0.21 917 C G -C 0.29 913 T E -C 0.20 650 T E -J 0.04 167 C K -J 0.05 169 T TL Defl -0.34" in S1-G L/831 LL Defl -0.17" in S1-G L/999 DL Defl -0.27" at S1 L/999 Shear // Grain in B -I 0.59 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 6.0 1.4 0.7 0.88 A LOCK 5.Ox 4.0 3.2 1.1 0.88 D LOCK 3.Ox 6.0-1.4 0.7 0.88 D LOCK 5.Ox 4.0-3.2 1.1 0.88 S1 LOCK 4.Ox 8.0 Ctr 0.2 0.85 REFER TO ROBBINS ENG. GENERAL 4x8 C U:�897 Scale: 0.261" = 1' NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 4219 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: JRP Robbins Engineering. Inc./Online Plus" 0 1996.2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:11:52 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OR Engineering SB32TR HI1 1 HIPP 240400 6 0 1- 2- 0 ENGLE/SB32TR/M#17592 HO 4-3 TC 4-10-3 4 W:400 R: 973 U: 408 BC 9-0-0 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-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 973 408 4- 0 1- 8 Hz = -103 D 1069 445 4- 0 1- 8 Hz = 104 6-4-0 9-0-0 4x8 4x6 B C 3x4 3x8 3x6 24-4-0 24-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus"' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.30 1675 C 0.01 0.29 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 TL Def1 -0.23" in A -F L/999 LL Defl 0.15" in E -D L/999 DL Defl -0.12" at F L/999 Shear // Grain in B -C 0.26 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. HO 4-3 0 0 N O W:400 R:1069 U: 444 Scale: 0.261" = 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 "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: JRP Robbins Engineering, Inc./Online Plust" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:11:52 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR H12 1 HIPP 240400 6 0 1- 2- 0 ENGLE/SB32TR/M#17592 _ HO 4-3 TC 5-10-3 4 W:400 R: 973 U: 408 BC 11-0-0 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.36 2x 4 SP-#2 BC 0.82 2x 4 SP-#2 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 it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 973 408 4- 0 1- 8 Hz = -126 D 1069 445 4- 0 1- 8 Hz = 128 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.36 1631 C 0.01 0.35 G -B 0.36 1240 C 0.01 0.35 2-4-0 4x4 B 4x6 C 3x4 3x6 3x6 24-4-0 24-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' B -C 0.15 1044 C 0.07 0.08 C -H 0.35 1240 C 0.01 0.34 H -D 0.36 1629 C 0.01 0.35 --------Bottom Chords --------- A -F 0.81 1469 T 0.15 0.66 F -S1 0.58 1055 T 0.10 0.48 S1-E 0.58 1055 T 0.10 0.48 E -D 0.82 1467 T 0.15 0.67 ------------- Webs ------------- G -F 0.18 438 C F -B 0.11 370 T B -E 0.06 116 C C -E 0.10 345 T E -H 0.18 433 C TL Defl -0.34" in E -D L/831 LL Defl 0.25" in E -D L/999 DL Defl -0.12" at E L/999 Shear // Grain in A -G 0.24 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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 0.81 D LOCK 4.Ox 4.0 Ctr 0.1 0.81 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 11-0-0 HO 4-3 0 0 0 W:400 R:1069 U: 444 Scale: 0.261" = 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 1631 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: JRP Robbins Engineering, Inc./Online Plus'" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:11:53 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TR T13 1 TR 240400 6 0 1- 2- 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 4-3 0 0 N O TC 12-2-0 12-2-0 4x4 B 6-5-3 4 W:400 R:1028 U: 408 BC Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.39 2x 4 SP-#2 BC 0.70 2x 4 SP-#2 WB 0.19 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24- 4- 0 BC Cont. 0- 0- 0 24- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1028 408 4- 0 1- 8 Hz = -139 3x4 4x8 3x4 24-4-0 24-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- F -B 0.39 1518 C 0.01 0.38 B -S2 0.28 1508 C 0.02 0.26 S2-G 0.39 1599 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 TL Defl -0.23" in S1-D L/999 LL Defl -0.17" in S1-D L/999 DL Defl -0.12" at S1 L/999 Shear // Grain in A -F 0.25 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.87 S2 LOCK 4.Ox 4.0-0.1-0.2 0.98 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. C 1124 445 4- 0 1- 8 NOTES: Hz = 140 Trusses Manufactured by: East Coast Lumber Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: ----------Top Chords---------- FBC2004 A -F 0.39 1739 C 0.01 0.38 OH Loading Robbins Engineering, Inc /Online Plus.- m 1996-2006 Version 19.0.028 Engineering - Portrait 6/9/2006 8 11.54 AM Page 1 W:400 R:1124 U: 444 Scale: 0.263" = 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 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-SEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR T13A 1 SP 240400 6 0 1- 2- 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 4-3 o 0 N O TC 12-2-0 12-2-0 4x6 B 6-5-3 1-0-OF 1-0-OE 4 5x6 W:400 R: 973 U: 408 BC 6-10-0 6 2-0-0 11-2-0 24-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' H -I 0.37 1756 C 0.02 0.35 I -B 0.36 1281 C 0.01 0.35 Online Plus -- Version 19.0.028 B -K 0.68 1319 C 0.04 0.64 RUN DATE: 08-AUG-06 K -L 0.50 3262 C 0.07 0.43 L -C 0.13 1756 C 0.09 0.04 CSI -Size- ----Lumber---- --------Bottom Chords --------- TC 0.68 2x 4 SP-#2 A -G 0.63 1416 T 0.14 0.49 BC 0.84 2x 4 SP-#2 G -F 0.39 1551 T 0.25 0.14 WB 0.46 2x 4 SP-#3 F -M 0.54 1514 T 0.15 0.39 M -E 0.84 2897 T 0.32 0.52 Brace truss as follows: E -D 0.63 1660 T 0.27 0.36 O.C. From To D -C 0.31 1540 T 0.25 0.06 TC Cont. 0- 0- 0 24- 4- 0 ------------- Webs ------------- BC Cont. 0- 0- 0 24- 4- 0 G -H 0.12 578 C WB 1 rows CLB on M -K H -F 0.06 196 T Attach CLB with (2)-10d nails F -I 0.17 544 T at each web. I -M 0.17 503 C M -B 0.22 716 T Loading Live Dead (psf) M -K 0.46 1744 C 1 Br TC 20.0 15.0 E -K 0.22 704 T BC 0.0 5.0 E -L 0.45 1429 T Total 20.0 20.0 40.0 D -L 0.10 630 C Spacing 24.0" Lumber Duration Factor 1.25 TL Defl -0.29" in M -E L/992 Plate Duration Factor 1.25 LL Defl -0.13" in M -E L/999 TC Fb=1.15 Fc=1.10 Ft=1.10 DL Defl -0.20" at E L/999 BC Fb=1.10 Fc=1.10 Ft=1.10 Hz Disp LL DL TL it C 0.08" 0.08" 0.16" Shear // Grain in B -K 0.31 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plates for each ply each face. PLATING CONFORMS TO TPI. Checked for NonConcurrent 200 REPORTS: SBCCI 9761 Lbs Moving Point Load applied ROBBINS ENGINEERING, INC. at Panel Points and Mid -panel BASED ON SP LUMBER on BC USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area it React Uplft Size Req'd Plate - RHS 20 Ga, Gross Area Lbs Lbs In-Sx In-Sx it Type Plt Size X Y JSI A 973 408 4- 0 1- 8 A LOCK 4.Ox 4.0 Ctr 0.1 0.79 Hz = -139 L LOCK 3.Ox 4.0-0.4 0.2 0.89 C 1069 445 4- 0 1- 8 C LOCK 4.Ox 4.0 Ctr 0.1 0.87 Hz = 140 G LOCK 5.Ox 6.0-0.7 3.1 0.53 F LOCK 5.Ox 4.0 Ctr-1.0 0.70 Membr CSI P Lbs Axl-CSI-Bnd M LOCK 3.0x10.0 0.5 Ctr 0.92 ----------Top Chords---------- E LOCK 5.Ox 6.0 Ctr-1.0 0.68 A -H 0.40 1580 C 0.04 0.36 D LOCK 5.Ox 6.0 0.7 3.1 0.53 Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19.0028 Engineering - Portrait 8/9I2006 8.11:54 AM Pagel 5x6 W:400 R:1069 U: 444 2-0-0 2-4-0 Scale: 0.263" = 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 3262 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR G14 1*3P SP 240400 6 0 1- 2- 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 4-3 0 0 N O TC 12-2-0 12-2-0 7x6 B 6-5-3 1-0-OF 1-0-OE 5 3 3x12 W:400 R:8230 U:3452 BC 6-10-0 2x4 13-2-0 24-4-0 ALL PLATES ARE LOCK20, H = PLATE SELECTED IN PLATE MONITOR Robbins Engineering, Inc./Online Plus" Hz = 141 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-AUG-06 ----------Top Chords ---------- '••••+'•`++ A -J 0.33 A 15069 C 0.20 0.13 • 3-Ply Truss + J -K 0.39 18680 C 0.30 0.09 ••••'•`•'•* " +• K -B 0.34 11587 C 0.19 0.15 B -P 0.14 11595 C 0.11 0.03 CSI -Size- ----Lumber---- P -M 0.46 19037 C 0.19 0.27 TC 0.39 2x 4 SP-M2 M -N 0.63 26701 C 0.37 0.26 EX B -C 2x 4 SP-SS N -C 0.16 14181 C 0.09 0.07 BC 0.80 2x 6 SP-##2 --------Bottom Chords --------- EX F -E 2x 6 SP-SS A -I 0.80 13485 T 0.54 0.26 EX E -D 2x 6 SP-SS I -G 0.20 579 T 0.02 0.18 CW 0.58 2x 4 SP-##2 F -H 0.64 16870 T 0.35 0.29 WB 0.71 2x 4 SP-k3 H -O 0.65 17173 T 0.36 0.29 EX I -F 2x 4 SP-112 O -E 0.61 22811 T 0.47 0.14 EX H -B 2x 4 SP-N2 E -D 0.55 13669 T 0.28 0.27 EX 0 -P 2x 6 SP-112 D -C 0.56 12720 T 0.51 0.05 EX E -N 2x 4 SP-N2 ---------- Chord -Webs ---------- G -F 0.45 850 T 0.05 0.40 Brace truss as follows: F -K 0.58 5646 T 0.34 0.24 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 24- 4- 0 I -J 0.15 2899 C BC Cont. 0- 0- 0 24- 4- 0 I -F 0.84 13728 T J -F 0.36 3403 T Loading Live Dead (psf) K -H 0.39 7028 C TC 20.0 15.0 H -B 0.61 9911 T BC 0.0 5.0 H -P 0.42 7511 C Total 20.0 20.0 40.0 O -P 0.26 6034 T Spacing 24.0" 0 -M 0.32 6241 C Lumber Duration Factor 1.25 E -M 0.71 6656 T Plate Duration Factor 1.25 E -N 0.67 11022 T TC Fb=1.15 Fc=1.10 Ft=1.10 D -N 0.26 5172 C BC Fb=1.10 Fc=1.10 Ft=1.10 TL Defl -0.59" in H -O L/483 Load Case H 1 Standard Loading LL Defl -0.29" in H -O L/969 Lumber Duration Factor 1.25 DL Defl -0.42" at O L/673 Plate Duration Factor 1.25 Hz Disp LL DL TL plf - Live Dead From To it C 0.16" 0.16" 0.32" TC V 40 30 0.0' 24.3' Shear // Grain in F -H 0.55 BC V 0 10 0.0' 24.3' BC V 290 290 0.0' 17.3' Plates for each ply each face. BC V 1346 1346 17.3' CL-LB PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Plus 6 Wind Load Case(s) BASED ON SP LUMBER Plus 1 UBC LL Load Case(s) USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Checked for NonConcurrent 200 Plate - RHS 20 Ga, Gross Area Lbs Moving Point Load applied it Type Plt Size X Y JSI at Panel Points and Mid -panel A LOCK 3.Ox 8.0 1.4 0.7 0.88 on BC A LOCK 5.Ox 4.0 2.2 1.1 0.93 K LOCK 5.Ox 6.0-0.4-0.2 0.95 Jt React Uplft Size Req'd B LOCK 7.Ox 6.0 Ctr-1.1 0.83 Lbs Lbs In-Sx In-Sx M LOCK 5.Ox 6.0 0.4-0.2 0.99 A 8231 3452 4- 0 3- 4 N LOCK 3.0x10.0-1.2 0.6 0.97 Hz = -138 C LOCK 5.Ox 4.0-1.0 0.9 0.96 C 6557 2746 4- 0 2- 9 I LOCK 3.Oxl2.0 3.5 Ctr 0.99 Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8:11:55 AM Page 1 of 2 7x6 6 W:400 R:6556 U:2746 2-0-0 2-4-0 Scale: 0.263" = 1' H LOCK 8.0x10.0 Ctr-0.2 0.92 O LOCK 8.0.10.0-0.5-1.5 0.54 E LOCK 8.Ox 8.0 Ctr-1.5 0.96 D LOCK 7.0x 6.0 1.0 4.1 0.99 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 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 2 11.5 18 0 WB 1 8 8 Web Connection Exception -- Use 4" spacing for screws or nails on the following webs K- H H- P No bolts in 2x4s or smaller. Plus clusters of nails where shown. 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 26701 Lbs Quality Control Factor 1.00 Job SB32TR Mark GI4 Quan Type Span P1-H1 Left OH Right OH 1*3P SP 240400 6 0 1- 2- 0 I Engineering cont. ENGLE/SB32TR/M#17592 FABRICATOR NOTES: 1.`EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E A EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Robbins Engineering. Inc./Online Plus` 0 1996-2006 Version 19.0.028 Engineering -Portrait 8/9/2006 8:11:55 AM Page 2 of 2 Job SB32TR Mark HI Quan Type 1 SP Span 310400 P1-H1 Left OH 6 1- 2- 0 Right OH 0 Engineering ENGLE/SB32TR/M#17592 HO 4-3 0 0 HO 2-10-3 N O TC "' 7-0-0 24-4-0 5x10 S1 #6xl2 3x6 3x6 2x4 3x6 5x6 B Q R L U V 6x8 C 6 0 30-3 3x6 J / / 1-0-OE 3x10 1- D 1-0-OD 3x8 A E T 3x4 S 7x16 5x6 6x8 `! N{ I P S2 O F HGR 2x4 .�3x6 3x8 6x6 7x12 2x4 R:2692 W:400 U:1134 R:2721 U:1133 BC 20-2-0 11-2-0 31-4-0 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0 203" = t' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- --Lumber ---- TC 0.59 2x 6 SP-#2 EX A -B 2x 4 SP-112 BC 0.90 2x 6 SP-#2 EX E -D 2x 6 SP-SS CW 0.59 2x 4 SP-SS WB 0.64 2x 4 SP-113 EX O -E 2x 4 SP-SS EX T -V 2x 4 SP-112 EX S -C 2x 4 SP-#2 PB --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 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 Plato 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 Plato Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 31.3' BC V 0 10 0.0' 31.3' TC V 50 38 7.0' 30.3' TC V -40 -30 30.3' 31.3' BC V 0 13 7.1' 30.3' BC V 0 -10 30.3' 31.3' BC V 280 280 7.1' CL-LB Robbins Engineering, Inc./Online Plus- * -J 0.54 5274 C 0.27 0.27 J -B 0.76 5193 C 0.22 0.54 B -0 0.50 6277 C 0.15 0.35 Q -R 0.40 6655 C 0.16 0.24 R -L 0.59 8333 C 0.27 0.32 L -S1 0.45 8364 C 0.27 0.18 S1-U 0.54 8364 C 0.27 0.27 U -V 0.36 6759 C 0.17 0.19 V -C 0.24 3900 C 0.17 0.07 --------Bottom Chords --------- * -N 0.82 4699 T 0.62 0.20 N -I 0.82 4699 T 0.62 0.20 I -P 0.73 4671 T 0.62 0.11 P -S2 0.84 6277 T 0.83 0.01 S2-0 0.90 6277 T 0.83 0.07 O -F 0.26 541 T 0.04 0.22 E -T 0.69 6759 T 0.46 0.23 T -S 0.31 3899 T 0.27 0.04 S -D 0.09 116 T 0.00 0.09 ---------- Chord -Webs ---------- F -E 0.59 249 T 0.00 0.59 E -L 0.08 554 C 0.00 0.08 ------------- Webs ------------- N -J 0.05 178 T J -I 0.04 183 C I -B 0.20 638 T B -P 0.64 2007 T P -Q 0.22 1072 C Q -O 0.15 481 T O -R 0.34 1647 C O -E 0.59 6277 T R -E 0.61 1920 T E -U 0.61 1907 T T -U 0.27 1629 C T -V 0.62 3398 T S -V 0.42 2452 C S -C 0.85 4635 T D -C 0.45 2647 C WindLd TL Dofl -0.69" in O -F L/536 LL Dofl -0.34" in F -E L/999 DL Dofl -0.51" at F L/715 Shear // Grain in F -E 0.70 Plates for each ply each face. Plus 6 Wind Load Case(s) PLATING CONFORMS TO TPI. Plus 1 UBC LL Load Casale) REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Chocked for NonConcurrent 200 BASED ON SP LUMBER Lbs Moving Point Load applied USING GROSS AREA TEST. at Panel Points and Mid -panel Plate - LOCK 20 Ga, Gross Area on BC Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Jt React Uplft Size Req'd A LOCK 3.Ox 8.0 1.4 0.7 0.92 Los Lbs In-Sx In-Sx A LOCK 3.0x10.0 2.4 1.1 0.75 A 2722 1134 4- 0 3- 3 B# LOCK 6.Oxl2.0-0.5 Ctr 0.79 Hz = 109 R LOCK 3.Ox 6.0 0.5 Ctr 1.00 D 2692 1135 4- 0 3- 3 U LOCK 3.Ox 6.0-1.0 Ctr 0.99 Hz = 141 V LOCK 5.Ox 6.0-1.0 Ctr 0.96 C LOCK 6.Ox 8.0-1.0 Ctr 0.95 Membr CSI P Lbs Axl-CSI-Bnd P LOCK 3.Ox 8.0-0.5 Ctr 0.97 ----------Top Chords---------- S2 LOCK 6.Ox 6.0 Ctr 0.2 0.99 Robbins Engineering, Inc/Online Plus'° 0 1996.2006 Version 19 0 028 Engineering - Portrait 819/2006 8 11 43 AM Page 1 O LOCK 7.Oxl2.0 1.0 Ctr 0.99 E LOCK 7.Ox16.0 Ctr 0.9 0.89 T LOCK 5.0x 6.0 1.0 Ctr 0.96 S LOCK 6.Ox 8.0 1.0 Ctr 0.95 It = Plato Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 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 chocked 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 8364 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: JRP Job SB32TR Mark H2 Quan 1 Type SP Span P1-H1 310400 6 Left OH 1- 2- 0 Right OH 0 Engineering ENGLE/SB32TR/M#17592 HO 4-3 0 0 HO 3-10-3 N O TC '" 9-0-0 22-4-0 Sx8 2x4 4x83x6 3x6 2x4 B I J S1 L C 6 2x4/ 4-10-3 H 1-0-OE 1-0-OD 4x6 D A E 4x6 5x6 :? G S2 M F HGR 3x6 3x8 4x8 5x6 R:1253 W:400 6 U: 533 R:1349 U: 553 BC 20-2-0 2-0-0 9-2-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = t' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.44 2x 4 SP-#2 BC 0.98 2x 4 SP-#2 WB 0.86 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 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 554 4- 0 1- 9 Hz = 129 D 1253 534 3- 8 1- 8 Hz = 200 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -H 0.27 2273 C 0.01 0.26 H -B 0,24 1966 C 0.02 0.22 B -I 0.35 2149 C 0.04 0.31 I -1 0.39 2149 C 0.03 0.36 J -S1 0.39 2247 C 0.03 0.36 Robbins Engineering, Inc./Online P1us- S1-L 0.44 2247 C 0.03 0.41 L -C 0.41 58 C 0.00 0.41 --------Bottom Chords --------- A -G 0.80 2029 T 0.20 0.60 G -S2 0.55 1759 T 0.19 0.36 S2-M 0.56 1759 T 0.19 0.37 M -F 0.62 1988 T 0.21 0.41 F -E 0.62 2220 T 0.21 0.41 E -D 0.98 1384 T 0.13 0.85 ------------- Webs ------------- H -G 0.11 297 C G -B 0.10 323 T B -M 0.15 496 T M -I 0.12 391 C M -J 0.08 259 T F -J 0.31 956 C J -E 0.15 475 T E -L 0.34 1075 T L -D 0.86 1761 C D -C 0.08 117 C WindLd TL Defl -0.48" in E -D L/764 LL Defl -0.28" in E -D L/999 DL Defl -0.18" at M L/999 Hz Disp LL DL TL it D 0.04" 0.04" 0,08" Shear // Grain in S1-L 0.30 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.75 B LOCK 5.Ox 8.0 Ctr-0.1 0.89 F LOCK 5.Ox 6.0-0.7 3.1 0.71 E LOCK 5.Ox 6.0 Ctr-1.0 0.68 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber 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 2273 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: JRP Robbins Engineering, Inc /Online Plus"' 0 1996-2006 Version 19.0 028 Engineering - Ponrait 8/9/2006 & t 1:44 AM Page t Job Job SB32TR Mark Mark _P H3 Quan Type 1 sP Span P1-H1 310400 6 Left OH 1- 2- 0 Right OH 0 Engineering ENGLE/SB32TR/M#17592 HO 4-3 0 O HO 4-10-3 N O TC " 11-0-0 20-4-0 Sx6 2x4 4x8 3x8 3x6 2x4 B I J S1 L C / 2x4 5-10-3 H 1-0-OE VZ 1-0-OD 4x6 D A /E 4x6 Sx6 X. M S2 G F HGR 3x6 4x8 4x8 5x6 R:1284 W:400 6 U: 537 R:1405 U: 550 BC 20-2-0 2-0-0 9-2-0 - - 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.44 2x 4 SP-#2 BC 0.95 2x 4 SP-#2 WB 0.94 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 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 550 4- 0 1-11 Hz = 151 D 1285 538 3- 8 1- 8 Hz = 250 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -N 0.30 2364 C 0.03 0.27 N -B 0.30 2141 C 0.03 0.27 B -I 0.22 1853 C 0.03 0.19 Robbins Engineering, Inc./Online Plus - I -J 0.37 1853 C 0.02 0.35 J -S1 0.38 1810 C 0.04 0.34 S1-L 0.44 1810 C 0.02 0.42 L -C 0.42 76 C 0.00 0.42 --------Bottom Chords --------- * -M 0.71 2114 T 0.19 0.52 M -S2 0.66 1677 T 0.16 0.50 S2-G 0.69 1677 T 0.16 0.53 G -F 0.52 1690 T 0.16 0.36 F -E 0.58 1896 T 0.17 0.41 E -D 0.95 1112 T 0.10 0.85 ------------- Webs ------------- N -M 0.08 344 C M -B 0.15 475 T B -G 0.09 264 T G -I 0.13 285 C G -J 0.08 270 T F -J 0.39 854 C J -E 0.10 340 T E -L 0.31 969 T L -D 0.94 1580 C D -C 0.15 116 C WindLd TL Defl -0.46" in E -D L/801 LL Defl -0.27" in E -D L/999 DL Defl -0.18" at S2 L/999 Hz Disp LL DL TL it D 0.04" 0.03" 0.07" Shear // Grain in S1-L 0.31 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 0.78 B LOCK 5.Ox 6.0 0.7-3.1 0.73 M LOCK 3.Ox 6.0-0.1 Ctr 0.49 S2 LOCK 4.Ox 8.0 Ctr 0.2 0.96 F LOCK 5.Ox 6.0-0.7 3.1 0.60 E LOCK 5.Ox 6.0 Ctr-1.0 0.71 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL. SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 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 2364 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: JRP Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0 028 Engineering - Portrait 8/9/2006 8:11:45 AM Page 1 Job SB32TR Mark MA Quan Type 1 SP Span 310400 P1-H1 6 Left OH 1- 2- 0 Right OH 0 Engineering ENGLE/SB32TR/M#17592 HO 14-3 0 0 HO 4-11-7 N O TC 13-0-0 5-4-0 1-9-8 11-2-8 5x8 5x6 B C 5x8 3x6 2x4 D N E O 6 3x6 3x6 S2 6-10-3 L 1-0-OG 1-0-OF 4x6 e A /G 4x6 5x6 2C K S1 J I H HGR 2x4 3x6 3x6 4x8 5x6 R:1253 W:400 6 U: 538 R:1349 U: 549 BC 20-2-0 2-0-0 9-2-0 - 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.45 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.91 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load 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 A 1349 550 4- 0 1- 9 Hz = 153 F 1253 538 3- 8 1- 8 Hz = 261 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -L 0.45 2192 C 0.02 0.43 L -S2 0.44 1712 C 0.01 0.43 S2-B 0.31 1617 C 0.03 0.28 Robbins Engineering, Inc./Online Plus'" C -D 0.19 1570 C 0.01 0.18 D -N 0.43 1712 C 0.01 0.42 N -E 0.42 78 C 0.00 0.42 --------Bottom Chords --------- * -K 0.64 1966 T 0.19 0.45 K -S1 0.63 1966 T 0.21 0.42 S1-J 0.48 1966 T 0.21 0.27 J -I 0.47 1448 T 0.15 0.32 I -H 0.37 1586 T 0.26 0.11 H -G 0.59 1807 T 0.17 0.42 G -F 0.94 1046 T 0.10 0.84 ------------- Webs ------------- K -L 0.08 261 T L -J 0.43 582 C J -B 0.12 393 T B -I 0.11 119 C I -C 0.12 386 T I -D 0.21 410 C H -D 0.36 811 C D -G 0.11 371 T G -N 0.29 928 T N -F 0.91 1514 C F -E 0.16 114 C WindLd TL Defl -0.45" in G -F L/812 LL Defl -0.27" in G -F L/999 DL Defl -0.14" at S1 L/999 Hz Disp LL DL TL Jt F 0.04" 0.03" 0.07" Shear // Grain in D -N 0.31 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.73 B LOCK 5.Ox 8.0 Ctr-0.1 0.89 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 5.Ox 8.0 0.5 Ctr 0.85 H LOCK 5.Ox 6.0-0.7 3.1 0.65 G LOCK 5.Ox 6.0 Ctr-1.0 0.73 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 2192 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP B -C 0.29 1439 C 0.01 0.28 Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19 0.028 Engineering - Ponran 8/9/2006 8 11:46 AM Page 1 Job MarkP uan Type Span Pi -Hi Left OH Right OH Engineering SB32TR HSA1 SP 310400 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 HO ¢-3 HO 3-11-7 0 0 0 0 N 0 O O TC 15-0-0 -1 5-9-8 9-2-8 5x8 5x6 B C 2x4 6 3x6 Sx6 2x4 4x6 3x6 S1 D M E 7-10-3 L i 1-0-OG 1-0-OF 4x6 I F A G 0 2x4 6x8 4x8 2 K S2 J I H HGR 2x4 3x6 3x64xB 2x4 R:1253 W:400 U: 534 R:1349 U: 553 BC 21-4-0 10-0-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.203" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.66 2x 4 SP-#2 BC 0.74 2x 4 SP-#2 CW 0.30 2x 4 SP-#3 WB 0.57 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 -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 Robbins Engineering, Inc./Online Plus- S1-B 0.48 1443 C 0.04 0.44 B -C 0.16 1276 C 0.09 0.07 C -N 0.26 2281 C 0.05 0.21 N -D 0.23 2301 C 0.13 0.10 D -M 0.32 1419 C 0.01 0.31 M -E 0.32 1419 C 0.01 0.31 --------Bottom Chords --------- * -K 0.74 1924 T 0.19 0.55 * -S2 0.51 1924 T 0.19 0.32 S2-J 0.68 1924 T 0.20 0.48 J -I 0.52 1285 T 0.13 0.39 I -H 0.36 82 T 0.00 0.36 G -0 0.59 2208 T 0.23 0.36 O -F 0.39 195 T 0.00 0.39 ---------- Chord -Webs ---------- H -G 0.30 218 T 0.00 0.30 G -N 0.23 184 T 0.00 0.23 ------------- Webs ------------- K -L 0.08 280 T L -J 0.21 716 C 1 Br J -B 0.16 522 T S -I 0.21 253 C I -C 0.13 161 C I -G 0.39 1219 T C -G 0.57 1254 T G -D 0.14 575 C D -O 0.47 1007 C O -M 0.09 399 C 0 -E 0.57 1791 T F -E 0.29 1234 C WindLd TL Defl -0.22" in H -G L/999 LL Defl -0.11" in H -G L/999 DL Defl -0.16" at H L/999 Shear // Grain in A -L 0.32 Plates for each ply each face. PLATING CONFORMS TO TPI. Jt React Uplft Size Req'd REPORTS: SBCCI 9761 Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. A 1349 553 4- 0 1- 9 BASED ON SP LUMBER Hz = -154 USING GROSS AREA TEST. F 1253 534 3- 8 1- 8 Plate - LOCK 20 Ga, Gross Area Hz = 261 Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Membr CSI P Lbs Axl-CSI-Bnd A LOCK 4.Ox 6.0 Ctr 0.1 0.71 ----------Top Chords---------- B LOCK 5.0x 8.0 Ctr-0.1 0.89 A -L 0.66 2141 C 0.02 0.64 C LOCK 5.Ox 6.0-0.3-3.4 0.91 L -S1 0.65 1554 C 0.01 0.64 I LOCK 4.Ox 8.0 1.4 Ctr 0.89 Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19.0 028 Engineering - Portrait 8/9/2006 811:47 AM Page 1 G LOCK 6.Ox 8.0 Ctr 1.2 0.69 O LOCK 4.Ox 8.0 0.5 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 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 2301 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TR T9A 1 SP 310400 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 2-11-7 • o 0 N O TC '" 15-8-0 8-5-8 7-2-8 5x6 B 6 8-2-3 1-0-OF 1-0-OE E 2x4 i 3x6 3x6 8x12 2x4 R:1337 W:400 U: 531 R:1440 U: 556 BC Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.81 2x 4 SP-#2 BC 0.89 2x 4 SP-#2 CW 0.60 2x 4 SP-#3 WB 0.81 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 1441 556 4- 0 1-11 Hz = -167 E 1337 531 3- 8 1- 9 Hz = 245 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- 23-4-0 31-4-0 ALL PLATES ARE LOCK20 RobbinsEngineering, Inc./Online Plus`" J -S1 0.70 2176 C 0.03 0.67 S1-B 0.70 2052 C 0.10 0.60 B -L 0.62 1819 C 0.08 0.54 L -C 0.62 2972 C 0.06 0.56 C -D 0.81 1298 C 0.02 0.79 --------Bottom Chords --------- A -I 0.89 2115 T 0.19 0.70 I -S2 0.55 1385 T 0.23 0.32 S2-M 0.72 1385 T 0.13 0.59 M -G 0.43 158 T 0.01 0.42 F -H 0.66 2878 T 0.48 0.18 H -E 0.22 197 T 0.00 0.22 ---------- Chord -Webs ---------- G -F 0.58 211 T 0.00 0.58 F -L 0.60 1186 T 0.38 0.22 ------------- Webs ------------- J -I 0.16 509 C I -B 0.47 769 T B -M 0.22 631 T M -L 0.73 1364 C M -F 0.81 2527 T F -C 0.13 696 C C -H 0.67 1874 C H -D 0.54 1697 T E -D 0.24 1334 C WindLd TL Defl -0.43" in S2-M L/861 LL Defl -0.28" in S2-M L/999 DL Defl -0.18" at G L/999 Shear // Grain in J -S1 0.34 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.78 B LOCK 5.Ox 6.0 Ctr-0.1 0.60 C LOCK 5.Ox 6.0-0.5 Ctr 0.92 M LOCK 8.Oxl2.0 1.0 0.5 0.84 F LOCK 5.Ox 8.0 Ctr 0.8 0.90 8-0-0 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 2972 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-SEARING BLOCK. 4. DESIGNER: JRP A -J 0.70 2353 C 0.03 0.67 Robbins Engineering. Inc /Online Plus"' 0 1996-2006 Version 19.0 028 Engineering - Portrait 8/9/2006 8:11:51 AM Pagel Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering SB32TR T9 2 TR 310400 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 HO 4-3 o . 0 N O TC 8-2-3 BC 15-8-0 5x6 B 15-8-0 HO 4-3 6 2x4 3x6 4x8 3x6 2x4 w:400 HGR R:1349 R:1253 U: 562 U: 525 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.70 2x 4 SP-#2 BC 0.77 2x 4 SP-#2 WB 0.30 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on G -E WB 1 rows CLB on E -H Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 562 4- 0 1- 9 Hz = -196 C 1253 526 3- 8 1- 8 Hz = 197 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -G 0.70 2152 C 0.02 0.68 G -S3 0.69 1531 C 0.01 0.68 S3-B 0.55 1408 C 0.04 0.51 B -S2 0.55 1408 C 0.04 0.51 S2-H 0.69 1531 C 0.01 0.68 H -C 0.70 2152 C 0.02 0.68 --------Bottom Chords --------- A -F 0.74 1936 T 0.19 0.55 F -Sl 0.52 1936 T 0.20 0.32 Sl-E 0.77 1936 T 0.20 0.57 E -S4 0.77 1936 T 0.20 0.57 S4-D 0.56 1936 T 0.20 0.36 D -C 0.74 1936 T 0.19 0.55 ------------- Webs ------------- F -G 0.08 277 T G -E 0.24 744 C 1 Br E -B 0.30 729 T E -H 0.24 744 C 1 Br D -H 0.08 277 T TL Defl -0.25" in Sl-E L/999 LL Defl -0.14" in Sl-E L/999 DL Defl -0.16" at Sl L/999 Shear // Grain in S4-D 0.43 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 Ctr 0.1 0.71 B LOCK 5.Ox 6.0 Ctr-0.1 0.60 C LOCK 4.Ox 6.0 Ctr 0.1 0.71 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0.206" = 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 2152 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: JRP Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19 0.028 Engineering - Portrait 8/92005 8:11:50 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR HS 1 HIPP 310400 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 HO 4-3 0 0 N O TC i 7-10-3 BC 15-0-0 0 0 0 O 5x6 5x6 B C 15-0-0 HO 4-3 6 4x8 3x6 3x6 3x6 " W:400 HGR R:1442 R:1352 U: 562 U: 525 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.67 2x 4 SP-#2 BC 0.94 2x 4 SP-#2 WB 0.34 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 WB 1 rows CLB on H -C Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1443 562 4- 0 1-11 Hz = -188 D 1352 526 3- 8 1-10 Hz = 189 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Robbins Engineering, inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.67 2351 C 0.03 0.64 I -S3 0.67 2136 C 0.03 0.64 S3-B 0.61 2024 C 0.09 0.52 B -C 0.22 1436 C 0.01 0.21 C -S2 0.60 2038 C 0.09 0.51 S2-J 0.66 2151 C 0.03 0.63 J -D 0.66 2364 C 0.03 0.63 --------Bottom Chords --------- A -H 0.94 2111 T 0.18 0.76 H -S1 0.68 1434 T 0.24 0.44 S1-S4 0.84 1434 T 0.13 0.71 S4-G 0.70 1434 T 0.24 0.46 G -D 0.94 2122 T 0.18 0.76 ------------- Webs ------------- I -H 0.17 504 C H -B 0.34 727 T H -C 0.06 181 T 1 Br C -G 0.33 752 T G -J 0.18 501 C TL Defl -0.58" in S1-S4 L/634 LL Defl -0.46" in S1-S4 L/809 DL Defl -0.13" at S4 L/999 Shear // Grain in I -S3 0.32 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.Ox 6.0 0.7-3.1 0.73 C LOCK 5.Ox 6.0-0.7-3.1 0.73 D LOCK 4.Ox 6.0 Ctr 0.1 0.78 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Scale: 0,205" = 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 2364 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: JRP Robbins Engineering, Inc /Online Plus"' 0 1996-2006 Version 19 0 028 Engineering - Portrait 8/92006 8.11 47 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR H4 1 HIPP 310400 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 • HO 4-3 HO 4-3 0 0 N O TC '•_ _ 13-0-0 - 5-4-0 13-0-0 5x8 5x6 B C 6 3x6 I 3x6 3x6 S4 S3 3x6 I J 6-10-3 4x6 4x6 A D X H S1 F E S2 G 2x4 3x6 3x6 4x8 3x6 2x4 W:400 HGR R:1349 R:1253 U: 562 V: 525 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.205" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP-#2 BC 0.64 2x 4 SP-#2 WB 0.43 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 4- 0 BC Cont. 0- 0- 0 31- 4- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 562 4- 0 1- 9 Hz = -162 D 1253 526 3- 8 1- 8 Hz = 163 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -I 0.45 2193 C 0.02 0.43 I -S4 0.44 1711 C 0.01 0.43 S4-B 0.32 1615 C 0.03 0.29 Robbins Engineering, Inc./Online Plus- B -C 0.26 1450 C 0.01 0.25 C -S3 0.33 1615 C 0.03 0.30 S3-J 0.45 1711 C 0.01 0.44 J -D 0.46 2193 C 0.02 0.44 --------Bottom Chords --------- * -H 0.64 1966 T 0.19 0.45 H -S1 0.64 1966 T 0.21 0.43 S1-F 0.46 1966 T 0.21 0.25 F -E 0.47 1446 T 0.15 0.32 E -S2 0.47 1967 T 0.21 0.26 S2-G 0.63 1967 T 0.21 0.42 G -D 0.64 1967 T 0.19 0.45 ------------- Webs ------------- H -I 0.08 263 T I -F 0.43 585 C F -B 0.12 387 T B -E 0.10 117 T E -C 0.10 368 T E -J 0.43 586 C G -J 0.08 262 T TL Defl -0.18" in H -S1 L/999 LL Defl -0.09" in S1-F L/999 DL Defl -0.15" at S1 L/999 Shear // Grain in A -I 0.27 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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 0.73 B LOCK 5.Ox 8.0 Ctr-0.1 0.89 C LOCK 5.Ox 6.0-0.7-3.1 0.60 D LOCK 4.Ox 6.0 Ctr 0.1 0.73 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 2193 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: JRP Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0 028 Engineering - Portrait 819I2006 8:11'n5 AM Pagel Job Mark Quan Type Span PI-H1 Left OH Right OH Engineering SB32TR H7 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 4-3 o O 0 O N N O O TC " 9-0-0 13-4-0 9-0-0 r Sx8 2x4 5x8 B I C 6 $ 2x4 2x4 H J 4-10-3 4x6 4x6 A � 7C F S1 G 52 E R 3x6 3x6 4x8 3x6 3x6 W:400 W:400 111:1349 111:1349 U: 562 U: 562 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.202" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.58 2x 4 SP-#2 BC 0.80 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 Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1349 562 4- 0 1- 9 Hz = -111 D 1349 562 4- 0 1- 9 Hz = 112 Robbins Engineering, Inc./Online P1us- J -D 0.28 2272 C 0.01 0.27 --------Bottom Chords --------- A -F 0.80 2028 T 0.20 0.60 F -S1 0.52 1762 T 0.17 0.35 S1-G 0.65 1762 T 0.19 0.46 G -S2 0.65 1762 T 0.19 0.46 S2-E 0.52 1762 T 0.17 0.35 E -D 0.80 2028 T 0.20 0.60 ------------- Webs ------------- H -F 0.11 292 C F -B 0.10 327 T B -G 0.20 512 T G -I 0.16 518 C G -C 0.20 512 T E -C 0.10 327 T E -J 0.11 292 C TL Defl -0.24" in E -D L/999 LL Defl 0.15" in A -F L/999 DL Defl -0.17" at G L/999 Shear // Grain in B -I 0.33 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 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 8.0 Ctr-0.1 0.89 C LOCK 5.Ox 8.0 Ctr-0.1 0.89 D LOCK 4.Ox 6.0 Ctr 0.1 0.75 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd NOTES: ----------Top Chords---------- Trusses Manufactured by: A -H 0.28 2272 C 0.01 0.27 East Coast Lumber H -B 0.26 1968 C 0.02 0.24 Analysis Conforms To: B -I 0.58 2185 C 0.03 0.55 FBC2004 I -C 0.58 2185 C 0.03 0.55 OH Loading C -J 0.26 1968 C 0.02 0.24 Soffit psf 2.0 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 2272 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: JRP Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19.0 028 Engineering - Ponrail 8/9/2006 8' 11:49 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR H6 1 HIPP 310400 6 1- 2- 0 1- 2- 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 4-3 0 0 0 0 N (V O � TC '' 7-0-0 17-4-0 _ _ 7-0-0 Sx10 3x8 3x12 2x4 B J S2 K 5x10 c 6 3x6/ 3x6 I L 3-10-3 6x6 6x6 3x8 3x8 A D p 6 N !/ F Sl H G S3E M •$: 2x4 j x6 5x8 3x8 4x8 5x8 I3J�[3x(i 2x4 W:400 ,,� W:400 R:2774 R:2774 U:1161 U:1161 BC 31-4-0 31-4-0 ALL PLATES ARE LOCK20 Scale: 0.202" = 1' Robbins Engineering, Inc./Online Plus' ----------Top Chords ---------- A -I 0.58 5199 C 0.23 0.35 Online Plus -- Version 19.0.028 I -B 0.77 5225 C 0.22 0.55 RUN DATE: 08-AUG-06 B -J 0.93 6458 C 0.36 0.57 J -S2 0.68 6456 C 0.21 0.47 CSI -Size- ----Lumber---- S2-K 0.68 6456 C 0.21 0.47 TC 0.78 2x 4 SP-#2 K -C 0.93 6456 C 0.36 0.57 EX B -S2 2x 4 SP-SS C -L 0.78 5226 C 0.22 0.56 EX S2-C 2x 4 SP-SS L -D 0.58 5198 C 0.23 0.35 BC 0.67 2x 4 SP-SS --------Bottom Chords --------- WB 0.65 2x 4 SP-#3 A -N 0.58 4606 T 0.43 0.15 PB --- 2x 4 SP-#3 N -F 0.57 4606 T 0.43 0.14 F -S1 0.50 4705 T 0.44 0.06 Brace truss as follows: S1-H 0.47 4705 T 0.44 0.03 O.C. From To H -G 0.67 6458 T 0.61 0.06 TC Cont. 0- 0- 0 31- 4- 0 G -S3 0.50 4706 T 0.44 0.06 BC Cont. 0- 0- 0 31- 4- 0 S3-E 0.48 4706 T 0.44 0.04 E -M 0.57 4606 T 0.43 0.14 Loading Live Dead (psf) M -D 0.58 4606 T 0.43 0.15 TC 20.0 15.0 ------------- Webs ------------- BC 0.0 5.0 N -i 0.04 139 T Total 20.0 20.0 40.0 I -F 0.04 148 T Spacing 24.0" F -B 0.20 655 T Lumber Duration Factor 1.25 B -H 0.65 2051 T Plate Duration Factor 1.25 H -J 0.21 938 C TC Fb=1.00 Fc=1.00 Ft=1.00 J -G 0.09 154 C BC Fb=1.00 Fc=1.00 Ft=1.00 G -K 0.21 937 C G -C 0.65 2048 T Load Case # 1 Girder Loading E -C 0.20 656 T Lumber Duration Factor 1.25 E -L 0.04 149 T Plate Duration Factor 1.25 M -L 0.04 139 T plf - Live Dead From To TC V 40 30 0.0' 31.3' TL Defl -0.70" in H -G L/527 BC V 0 10 0-0' 31.3' LL Defl -0.34" in H -G L/999 TC V 50 38 7.0' 24.3' DL Defl -0.50" at G L/731 BC V 0 13 7.1' 24.2' Shear // Grain in B -J 0.64 BC V 280 280 7.1' CL-LB BC V 280 280 24.2' CL-LB Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 Plus 6 Wind Load Case(s) ROBBINS ENGINEERING, INC. Plus 1 UBC LL Load Case(s) BASED ON SP LUMBER USING GROSS AREA TEST. Checked for NonConcurrent 200 Plate - LOCK 20 Ga, Gross Area Lbs Moving Point Load applied Plate - RHS 20 Ga, Gross Area at Panel Points and Mid -panel Jt Type Plt Size X Y JSI on BC A LOCK 3.Ox 8.0 2.4 1.1 0.94 A LOCK 6.Ox 6.0 6.2 1.9 0.93 Jt React Uplft Size Req'd B LOCK 5.Ox10.0 1.9-3.6 0.93 Lbs Lbs In-Sx In-Sx J LOCK 3.Ox 8.0 0.5 Ctr 0.85 A 2774 1162 4- 0 3- 4 C LOCK 5.Ox10.0-1.9-3.6 0.93 Hz = -86 D LOCK 3.Ox 8.0-2.4 1.1 0.94 D 2774 1162 4- 0 3- 4 D LOCK 6.Ox 6.0-6.2 1.9 0.93 Hz = 87 S1 LOCK 5.Ox 8.0 Ctr 0.8 0.97 H LOCK 3.Ox 8.0-0.5 Ctr 0.90 Membr CSI P Lbs Axl-CSI-Bnd G LOCK 4.Ox 8.0 1.0 Ctr 0,88 Robbins Engineering, Inc./Online Plus- 0 1996-2006 Version 19 0 028 Engineering - Portrait 8/92006 8:11'48 AM Page 1 S3 LOCK 5.Ox 8.0 Ctr 0.8 0.97 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder Step Down Hip Framing King Jacks Jack Open Faced Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6458 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: JRP Job McLk uan Type Span P1-H1 Left OH Right OH Engineer Q SB32TR H26 1 TR 100000 6 1- 2- 0 1- 2- 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 4-3 ,TC 1-2-0 - 5-0-0 5-0-0 1-2-0 w 0 2-9-7 3x3 B w:400 w:400 R: 495 R: 495 U: 204 U: 204 BC 10-0-0 10-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.18 2x 4 SP-#2 BC 0.39 2x 4 SP-#2 WB 0.08 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 0- 0 BC Cont. 0- 0- 0 10- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Cases) Plus 1 UBC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Encineering, Inc./Online Plus - Hz = 56 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.18 479 C 0.00 0.18 B -C 0.18 479 C 0.00 0.18 --------Bottom Chords --------- A -D 0.39 430 T 0.05 0.34 D -C 0.39 430 T 0.05 0.34 ------------- Webs ------------- D -B 0.08 260 T TL Defl -0.02" in D -C L/999 LL Defl 0.02" in D -C L/999 DL Defl -0.12" at D L/896 Shear // Grain in A -B 0.18 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: Jt React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 496 204 4- 0 1- 8 FBC2004 Hz = -55 OH Loading C 496 204 4- 0 1- 8 Soffit psf 2.0 Robbins Engineering. Inc./Online Pius" 0 1996.2006 Version 19 0 028 Engineering -Portrait 8/9/2006 8:12:02 AM Pagel Scale: 0.489" = 1 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 479 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: JRP Job MaLk Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR H25 1 HIPP 100000 6 1- 2- 0 1- 2- 0 ENGLE/SB32TR/M#17592 1-10-3 HO 4-3 TC 1-2-0 BC 3-0-0 4x6 R 4-0-0 4x6 C 3-0-0 HO 4-3 1-2-0 w:400 w:400 R: 615 R: 615 U: 254 U: 254 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.24 2x 4 SP-#2 BC 0.39 2x 4 SP-#2 WB 0.07 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 0- 0 BC Cont. 0- 0- 0 10- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 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' 10.0' BC V 0 10 0.0' 10.0' TC V 10 8 3.0' 7.0' BC V 0 3 3.1' 6.9' BC V 40 40 3.1' CL-LB BC V 40 40 6.9' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 10-0-0 10-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - A 616 255 4- 0 1- 8 Hz = -32 D 616 255 4- 0 1- 8 Hz = 33 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.11 845 C 0.00 0.11 B -C 0.24 771 C 0.00 0.24 C -D 0.10 858 C 0.00 0.10 --------Bottom Chords --------- A -F 0.27 762 T 0.09 0.18 F -E 0.39 754 T 0.10 0.29 E -D 0.26 771 T 0.09 0.17 ------------- Webs ------------- F -B 0.07 242 T B -E 0.05 159 T E -C 0.06 204 T TL Defl -0.04" in F -E L/999 LL Defl -0.02" in F -E L/999 DL Defl -0.12" at F L/896 Shear // Grain in B -C 0.19 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Girder Step Down Hip Jt React Uplft Size Req'd Framing King Jacks Lbs Lbs In-Sx In-Sx Jack Open Faced Robbins Engineering. Inc./Online Ptus'" ® 1996-2006 Version 19 0.028 Engineering - Portrait 8/912006 812,01 AM. Page I Scale: 0.519" = 1' Setback 3- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 858 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TR I V8 1 VL.SB 80000 6 0 0 ENGLE/SB32TR/M#17592 TC- -- 4-0-0 2-0-0 4x6 •2x4 71 13�'4�Pr BC 8-0-0 8-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.11 2x 4 SP-#2 BC 0.21 2x 4 SP-#2 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Cases) Robbins Engineering, Inc./Online Pius' Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.11 66 C 0.00 0.11 B -C 0.11 66 C 0.00 0.11 --------Bottom Chords --------- A -D 0.21 3 C 0.00 0.21 D -C 0.21 3 C 0.00 0.21 ----------Gable Webs---------- D-B 0.02 169 C TL Defl 0.00" in A -D L/999 LL Defl 0.00" in A -D L/999 DL Defl 0.00" at L/999 Shear // Grain in A -D 0.16 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: Jt React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brig 0- 0- 0 to 8- 0- 0 per BOCA (section 1606.2.3), 684 288 Hz = 70 IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering, Inc /Online Plus"' 0 1996.2006 Version 19 0 028 Engineering - Portrait 8/92006 8 12:02 AM Page t Scale: 0.719" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 169 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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: JRP Job Mark Quan Type Span PI-H1 Left OH Right OH Engineering SB32TR V4 2 VL. SB 40000 6 0 0 ENGLE/SB32TR/M#17592 TC 270-0 2-0-0 1-0-0 6 2x4 4x4 N / ( 1 BC 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Online Plus -- Version 19.0.028 DL Defl 0.00" at L/999 RUN DATE: 08-AUG-06 Shear // Grain in A -B 0.05 CSI -Size- ----Lumber---- TC 0.02 2x 4 SP-#2 BC 0.02 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.33 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: Plus 6 Wind Load Case(s) FBC2004 Plus 1 UBC LL Load Case(s) Design checked for LL on BC per BOCA (section 1606.2.3), it React Uplft Size Req'd IBC/IRC-2003 and FBC 2004 Lbs Lbs In-Sx In-Sx (section 1607.1), 20.0 psf. Cont. Brg 0- 0- 0 to 4- 0- 0 Design checked for 10 psf non- 221 93 Hz = 15 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main ----------Top Chords---------- Wind -Force Resistance System. A -B 0.02 115 C 0.00 0.02 Wind Speed: 120 mph S -C 0.02 115 C 0.00 0.02 Mean Roof Height: 25-0 --------Bottom Chords--------- Exposure Category: B A -C 0.02 1 C 0.00 0.02 Occupancy Factor : 1.00 Robbins Engineering, Inc lOnline Plus" 0 1996-2006 Version 19.0.028 Engineering - Portrait 819R006 8:12:03 AM Page 1 2x4 Scale: 0.888" = 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 115 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB32TR MV6 2 VLM. SB 60000 6 0 0 ENGLE/SB32TR/M#17592 3-0-0 HO 3-0-0 TC. 6-0-0 BC 6-0-0 6-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-#2 BC 0.17 2x 4 SP-#2 WB 0.11 2x 4 SP-#3 GW 0.11 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 Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.09 80 C 0.00 0.09 D -B 0.07 41 C 0.00 0.07 --------Bottom Chords --------- A -E 0.17 3 C 0.00 0.17 E -C 0.12 0 T 0.00 0.12 ------------- Webs ------------- C -B 0.11 75 C 0.00 0.11 ----------Gable Webs---------- E-D 0.11 196 C 0.00 0.11 TL Defl 0.00" in A -E L/999 LL Defl 0.00" in E -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -E 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR Checked for NonConcurrent 200 ADDITIONAL SPECIFICATIONS. Lbs Moving Point Load applied at Panel Points and Mid -panel NOTES: on BC Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 Cont. Brg 0- 0- 0 to 6- 0- 0 Design checked for LL on BC 580 188 Hz = 222 per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus'" m 1996-2006 Version 19.0.028 Engineering - Ponrait 8/9/2006 8:12:04 AM Page 1 2x4 Scale: 0.594" = 1' IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 196 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR MV4 3 VLM. SB 40000 6 0 0 ENGLE/SB32TR/M#17592 2-0-0 TC 4-0-0 BC 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.12 2x 4 SP-#2 BC 0.22 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.12 39 C 0.00 0.12 --------Bottom Chords --------- A -C 0.22 4 C 0.00 0.22 ------------- Webs ------------- C -B 0.01 108 C WindLd TL Defl -0.01" in A -C L/999 LL Defl -0.01" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.19 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC Jt React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004 Cont. Brg 0- 0- 0 to 4- 0- 0 (section 1607.1), 20.0 psf. 335 113 Hz = 79 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus" 0 1996-2006 Version 19 0.028 Engineering - Portrait 8/9/2006 8:12:04 AM Page 1 Ho 2-0-0 2x4 Scale: 0.757" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 108 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR MV2 3 VLMA. SB 20000 6 0 0 ENGLE/SB32TR/M#17592 Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- TIC 0.00 2x 4 SP-#2 BC 0.00 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) HO 1-0-0 TC 2-0-0 6 2x4 1-0-0 2x4 A 1C 2x4 BC 2-0-0 2-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus" Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.00 12 C --------Bottom Chords --------- A -C 0.00 0 T ------------- Webs ------------- C -B 0.00 36 C WindLd TL Defl 0.00" in C -C L/999 LL Defl 0.00" in C -C L/999 DL Defl 0.00" at L/999 Shear // Grain in C -B 0.03 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC Jt React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003 and FBC 2004 Cont. Brig 0- 0- 0 to 2- 0- 0 (section 1607.1), 20.0 psf. 254 47 Hz = 29 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus"' 0 1996.2006 version 19 0 028 Engineering - Portrait 819/2006 8,12:05 AM Page 1 Scale: 0.859" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 36 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR HJ7 7 ENDJV 91013 4.243 1- 7-13 0 ENGLE/SB32TR/M#17592 HO 3-15 HO 3-9-15 TC 1-7-13 9-10-13 2x4 B 2x4 D 4.243 W;108 3-9-15 R: 229 U: 140 3x3 A C 3x3 W:511 W:108 R: 501 R: 463 U: 128 U: 131 BC' 9-10-13 9-10-13 ALL PLATES ARE LOCK20 Scale: 0.468" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.57 2x 4 SP-#2 BC 0.95 2x 4 SP-#2 WB 0.19 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, inc./Online Plus' Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 129 5-11 1- 8 Hz = 93 C 464 132 1- 8 1- 8 Hz = 175 B 229 141 1- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -D 0.57 569 C 0.00 0.57 D -B 0.55 73 C 0.00 0.55 --------Bottom Chords --------- A -C 0.95 580 T 0.10 0.85 ------------- Webs ------------- D -C 0.19 667 C C -B 0.04 0 T WindLd TL Defl -0.39" in A -C L/282 LL Defl -0.25" in A -C L/445 DL Defl 0.00" at L/999 Shear // Grain in D -B 0.33 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 7- 0- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 667 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: JRP Robbins Engineering. Inc /Online Plus" 0 1996-2006 Version 19.0 028 Engineering - Ponrait 819/2006 8:12:05 AM Page I Job SB32TR Mark HJ3 Quan Type 2 ENDJV Span P1-H1 Left OH 40215 4.243 1- 7-13 Right OH 0 Engineering ENGLE/SB32TR/M#17592 HO 3-15 HO 1-9-15 • TC 1-7-13 4-2-15 2x4 B 4.243 IN 1-9-15 2x4 A 8 8 C U: 7 2x4 �! IN W:511 W:108 R: 270 R: 226 U: 69 BC 4-2-15 - 4-2-15 ALL PLATES ARE LOCK20 Scale: 0.740" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.16 2x 4 SP-#2 BC 0.31 2x 4 SP-#2 WB 0.00 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 2-15 BC Cont. 0- 0- 0 4- 2-15 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 4.2' BC V 0 10 0.0' 4.2' TC V -40 -30 0.0' -12 -9 4.2' BC V 0 -10 0.0' 0 -3 4.2' Robbins Engineering, inc./Online Plus' Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 271 70 5-11 1- 8 Hz = -21 C 226 0 1- 8 1- 8 Hz = 42 B 88 38 1- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.16 22 C 0.00 0.16 --------Bottom Chords --------- A -C 0.31 26 T 0.00 0.31 ------------- Webs ------------- C -B 0.00 0 T WindLd TL Defl -0.01" in A -C L/999 LL Defl 0.01" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.27 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Plus 5 Wind Load Case(s) Trusses Manufactured by: Plus 1 UBC LL Load Case(s) East Coast Lumber Analysis Conforms To: Checked for NonConcurrent 200 FBC2004 Lbs Moving Point Load applied Girder King Jack at Panel Points and Mid -panel Loading TC and BC on BC Setback 3- 0- 0 Robbins Engineering, Inc /Online Pius" 0 1996-2006 Version 19 0 028 Engineering - Portrait 8/9/2006 8 12 06 AM Page 1 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 22 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job SB32TR Mark EJ7 Quan 28 Type Span P1-H1 ENDJO 70000 6 Left OH Right OH 1- 2- 0 0 Engineering ENGLE/SB32TR/M#17592 HO 4-3 HO 3-10-3 TC 1-2-0 • 7-0-0 B l 6 w:108 3-10-3 R: 215 U: 158 2x4 A D c w:400 w:108 R: 377 R: 243 U: 104 U: 8 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 scale: 0.481" = 1' Robbins Engineering, Inc./Online Plus - Hz = 99 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-AUG-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 0 T 0.00 0.67 BC 0.67 2x 4 SP-#2 TL Defl -0.17" in A -C L/458 Brace truss as follows: LL Defl -0.08" in A -C L/999 O.C. From To DL Defl 0.00" at L/999 TC Cont. 0- 0- 0 7- 0- 0 Shear // Grain in A -B 0.28 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 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 377 104 4- 0 1- 8 Design checked for LL on BC Hz = 185 per BOCA (section 1606.2.3), C 244 9 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 215 158 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus" 0 1996-2006 Version 19 0.028 Engineering - Ponrail 8/9/2006 8:12.07 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 91 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR EJ7A 6 TEJ1 70000 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 2-10-3 TC 1-2-0 7-0-0 B 6 3-10-3 1-0-OD 2x4 W:108 1-0-0C F R: 167 U: 123 2x4 ® / D C A 4x4 Y\ E 6 4x6 \� W : 108 �• R: 265 U: 43 W:400 R: 407 U: 103 BC 2-4-0 2-0-0 2-8-0 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.462" = 1' Online Plus -- Version 19.0.028 RUN DATE: 08-AUG-06 CSI -Size- ----Lumber---- TC 0.32 2x 4 SP-#2 BC 0.83 2x 4 SP-#2 WB 0.06 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus' A -F 0.28 435 C 0.00 0.28 F -B 0.32 70 C 0.00 0.32 --------Bottom Chords --------- A -E 0.38 385 T 0.06 0.32 E -D 0.83 367 T 0.03 0.80 D -C 0.80 99 T 0.00 0.80 ------------- Webs ------------- D -F 0.06 386 C WindLd TL Defl -0.28" in E -D L/281 LL Defl -0.20" in E -D L/391 DL Defl 0.00" at L/999 Hz Disp LL DL TL it C 0.03" 0.02" 0.04" Shear // Grain in E -D 0.31 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 4.Ox 6.0-0.6 2.6 0.35 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 407 104 4- 0 1- 8 Analysis Conforms To: Hz = 185 FBC2004 C 266 44 1- 8 1- 8 OH Loading Hz = 99 Soffit psf 2.0 B 168 124 1- 8 1- 8 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" C 1996-2006 Version 19.0.028 Engineering - Portrait 8/9/2006 8 12'07 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 435 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 "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: JRP Job Marx Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR EJ3 3 ENDJO 30000 6 1- 2- o 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 1-10-3 TC_ 1-2-0 3-0-0 _ B 6 1-10-3 2x4 A ki a m c W:108 R: 91 U: 68 w:400 w:108 R: 262 R: 218 U: 64 U: 5 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 42 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-AUG-06----------Top Chords ---------- A -B 0.10 38 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.10 2x 4 SP-#2 A -C 0.22 0 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) TL Defl -0.01" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 64 4- 0 1- 8 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), C 218 5 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 92 68 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus" m 1996.2006 Version 19 0 028 Engineering - Portrait 8/9/2006 8:12.08 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 38 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR CJS 14 ENDJO 50000 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 2-10-3 HO 4-3 HO 2-10-3 TC 1-2-0 5-0-0 3 3 3 w:400 w:108 R: 300 R: 230 U: 84 U: 7 BC 5-0-0 5-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 71 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-AUG-06----------Top Chords ---------- A -B 0.27 65 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords --------- TIC 0.27 2x 4 SP-#2 A -C 0.43 0 T 0.00 0.43 BC 0.43 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TIC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TIC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) TL Defl -0.04" in A -C L/999 LL Defl -0.02" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -B 0.19 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 300 84 4- 0 1- 8 Design checked for LL on BC Hz = 132 per BOCA (section 1606.2.3), C 231 7 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 153 113 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus"" 0 1996-2006 Version 19 0.028 Engineering . Ponran 8192006 6.12:09 Ann Pagel 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 TIC 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-SEARING BLOCK. 4. DESIGNER: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB32TR CJ3 14 ENDJO 30000 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 HO 4-3 TC 1-2-0 3-0-0 HO 1-10-3 6 1-10-3 2x4 A i X W:108 R: 91 U: 68 W:400 W:108 R: 262 R: 218 U: 64 U: 5 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, inc./Online Plus' Hz = 42 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-AUG-06----------Top Chords ---------- A -B 0.10 38 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 0 T 0.00 0.22 BC 0.22 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) TL Defl -0.01" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 64 4- 0 1- 8 Design checked for LL on BC Hz = 78 per BOCA (section 1606.2.3), C 218 5 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 B 92 68 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering. Inc/Online Plus" 0 1996-2006 Version 19 0.028 Engineering - Portrait 8r9/2006 8:12 09 AM Page 1 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 & 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: JRP uan Type Span P1-HI Left OH Right OH Engineering Job Mark FQSB32TR CJl 18 ENDJO 10000 6 1- 2- 0 0 ENGLE/SB32TR/M#17592 HO 4-3 HO 10-3 TC 1-2-0 1-0-0 6 B) C 2x4 10-3 A W:108 R: 205 U: 4 W:400 W:108 R: 235 R: 48 U: 46 U: 17 BC 1-0-0 1-0-0 ALL PLATES ARE LOCK20 Scale: 0.716" = 1' Robbins Engineering, Inc./Online Plus' Hz = 12 Online Plus -- Version 19.0.028 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 08-AUG-06----------Top Chords ---------- A -B 0.03 18 T 0.00 0.03 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.03 2x 4 SP-#2 A -C 0.04 12 T 0.00 0.04 BC 0.04 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 DL Defl 0.00" at L/999 Shear // Grain in A -C 0.06 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 235 46 3- 8 1- 8 Design checked for LL on BC Hz = 23 per BOCA (section 1606.2.3), B 48 17 1- 8 1- 8 IBC/IRC-2003 and FBC 2004 C 205 4 1- 8 1- 8 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online PIUs"' m 1996-2006 Version 19 0 028 Engineering - Ponrait 8/92006 8:1210 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 9 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY 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: JRP Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB33SHRT H40 2 HHIP 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW HO 3-14 TC 1-2-0 2-0-14 W:400 R: 669 U: 187 BC Online Plus -- Version 18.0.014 RUN DATE: 22-NOV-05 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.48 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10- 8 BC Cont. 0- 0- 0 9-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V 50 38 7.0' 8.9' TC V -40 -30 8.9' 9.9' BC V 0 13 7.1' 8.9' BC V 0 -10 8.9' 9.9' BC V 280 280 7.1' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC 7-0-0 9-10-8 9-10-8 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 669 187 4- 0 1- 0 Hz = 53 D 878 246 3- 8 1- 1 Hz = 96 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.54 1269 C 0.02 0.52 B -C 0.20 1233 C 0.01 0.19 --------Bottom Chords --------- 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 Gal, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI E LOCK 3.Ox 4.0 1.0 Ctr 0.93 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 HO 2-0-14 2-10-8 4x4 3x6 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 & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Ponrait 11122'2005 3:47:47 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB33SHRT H41 1 2 MONO 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW Ho 3-14 HO 2-9-8 'TC 1-2-0 9-0-0 10-8 4x4 2-6-14 B 3x4 3x8 W:400 HGR R: 486 R: 397 U: 131 U: 34 BC 9-10-8 - 9-10-8 i ALL PLATES ARE LOCK20 Scale: 0.564" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-NOV-05 CSI -Size- ----Lumber---- TC 0.53 2x 4 SP-#2 BC 0.80 2x 4 SP-#2 WB 0.24 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10- 8 BC Cont. 0- 0- 0 9-10- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 487 131 4- 0 1- 0 Hz = 66 C 397 35 3- 8 1- 0 Robbins Engineering, Inc./Online Plus" Hz = 122 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -G 0.53 761 C 0.00 0.53 G -E 0.28 58 C 0.00 0.28 E -B 0.04 30 C 0.00 0.04 --------Bottom Chords --------- A -C 0.80 752 T 0.09 0.71 ------------- Webs ------------- G -C 0.24 729 C E -C 0.03 185 C C -B 0.02 50 C WindLd 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. 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) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 761 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 11/22/2005 3:47:48 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SB33SHRT M41 7 MONO 91008 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW 2-9-8 HO 3-14 TC 1-2-0 HO 2-9-8 9-10-8 2x4 W:400 HGR R: 486 R: 399 U: 131 U: 103 BC 9-10-8 9-10-8 ALL PLATES ARE LOCK20 Scale: 0.565" = 1' Robbins Engineering, Inc./Online Plus" Hz = 133 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05 ----------Top Chords ---------- A -D 0.52 788 C 0.00 0.52 CSI -Size- ----Lumber---- D -B 0.31 50 C 0.00 0.31 TC 0.52 2x 4 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 -0.34" in A -C L/324 Shear // Grain in A -D 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: it React Uplft Size Req'd East Coast Lumber Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 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 to 0.014 Engineering - Portrait 1122/2005 3.47:48 PM Page 1 q Design checked for LL on BC per BOCA (section 1606.2.3) and IBC/IRC-2003. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 809 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Merk Quan Type Span P1-H1 Left OH Right OH I Engineering SB33SHRT HJ7P 2 MONO 91013 2.121 1- 7-13 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW Ho 3-12 Ho 2-0-12 TC 1-7-13 9-10-13 2x4 B 2.121 3x3 D 2-0-12 3x3 A C ��'' 3x3 j I, W:108 R: 289 U: ��143 W:511 W:108 R: 498 R: 397 U: 156 U: 55 BC 9-10-13 - 9-10-13 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 22-NOV-05 CSI -Size- ----Lumber---- TC 0.56 2x 4 SP-#2 BC 0.96 2x 4 SP-#2 WB 0.49 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Robbins Engineering, Inc./Online Plus- 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 Gar 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 - Ponrait 11/22/2005 3,47:49 PM Page 1 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 & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB33SHRT EJ7P 4 ENDJO 70000 3 1- 2- 0 0 TI ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW 2-0-14 Ho 3-14 Ho 2-0-14 TC 1-2-0 _ .--. .-- 7-0-0 3 2x4 A C W:108 R: 211 U: 77 W:400 W:108 R: 373 R: 244 U: 105 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus' Hz = 43 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -B 0.53 29 C 0.00 0.53 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.53 2x 4 SP-#2 A -C 0.63 43 T 0.00 0.63 BC 0.63 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.08" in A -C L/987 TL Defl -0.17" in A -C L/449 Shear // Grain in A -B 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 373 105 4- 0 1- 0 Design checked for LL on BC Hz = 66 per BOCA (section 1606.2.3) B 211 78 1- 8 1- 0 and IBC/IRC-2003. C 245 0 1- 8 1- 0 Design checked for 10 psf non - Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0 014 Engineering - Portrait 11/22/2005 3:47:49 PM Page 1 Scale: 0.567" = 1 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 29 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Erighteeriirg SB33SHRT CJSP 1 4 ENDJO 50000 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW 1-6-14 80 3-14 HO 1-6-14 TC 1-2-0 5-0-0 3 2x4 A r�l w:400 R: 295 U: 88 BC 5-0-0 5-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 31 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -B 0.25 20 C 0.00 0.25 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.25 2x 4 SP-#2 A -C 0.38 30 T 0.00 0.38 BC 0.38 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -C 0.18 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area 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 Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 11/22/2005 3:47:50 PM Page 1 W:108 R: 48 U: 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 & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SB33SHRT CJ3P 4 ENDJO 30000 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS,JLW A 1-0-14 HO 3-14 TC 1-2-0 3-0-0 HO 1-0-14 w:400 R: 257 U: 72 BC 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus'" Hz = 18 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-NOV-05----------Top Chords ---------- A -B 0.14 11 C 0.00 0.14 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.14 2x 4 SP-#2 A -C 0.17 17 T 0.00 0.17 BC 0.17 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.01" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.18 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 it React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 258 72 4- 0 1- 0 Design checked for LL on BC Hz = 27 per BOCA (section 1606.2.3) B 87 31 1- 8 1- 0 and IBC/IRC-2003. C 220 2 1- 8 1- 0 Design checked for 10 psf non - Robbins Engineering, Inc./Online Plus'" 0 1996-2005 Version 18.0.014 Engineering - Ponrait 11/2212005 3:47:50 PM Pagel i W:1Q8 R: ,86 U: 31 i W:108 R: 219 U: 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 & SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Spa„ P1-H1 Left OH Right OH Engineering SB33SHRT CJIP 4 ENDJO 10015 3 1- 2- 0 0 ENGLE HOMES/SB33SHRT/3786**W/STPLTSHGRS.JLW 7-2 HO 3-14 HO 7-2 TC 1-2-0 1-0-15 3 BC W:108 R: 144 U: '41 W:400 W:108 R: 203 R: 170 U: 55 U: 7 1-0-15 1-0-15 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014--------Bottom Chords--------- RUNDATE: 22-NOV-05 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.00 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0-15 BC Cont. 0- 0- 0 1- 0-15 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -A 0.00 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Plus 5 Wind Load Case(s) Trusses Manufactured by: Plus 1 UBC LL Load Cases) 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 11/22/2005 3:47.51 PM Page 1 Scale: 1.051" = 1 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 41 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 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 OFFICE L 8-Q. 47-4-0 11-8-0 �� 10-0-0 SANTA BARBARA 3000 ELEVATION 3 FLOOR 2-CAR WITH TRAY CD Z_ 0 U z V)ly- w w U 0 W —1 Li- < � Z> 0 o� wQ��m z_o >_OaoJ LnoQ CD �o ofzwww� LLB O�Q�CD z0 00 _ Jw= O J :D Q LJ C) =zwm w 0 Z~ m J oo Q= 3: 0 wQ� O O rn� wQ O0W (n 0wwLL0Q O JOf (nof few Dmww<m d Q �-W[-I--iQ EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 6/ 1 S 00 REVISED: 8/4y6 PAGE 1 OF 2 GARAGE LEFT SB32TFL IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE GIG15S-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. HELD BACK 1 " DESIGN BY: ACJ ACAD BY: KSM COUNTY — CODE. FBC—ASCE 7 LOADING, 55 PSF MWF SPEED: 120 M.P.H SCALE: 1/8' = 1'-0' EXPOSURE CATEGORY = 8 MEAN HEIGHT: 15'-0* IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLOSED TRUSS SPACING 19.2 & 24' O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF I LIVE: 40psf IC DEAD. 10psf TC D: t st BC LIVE ODpsi C LI psf BC DEAD: 05pst CUR FACTOR: 1.00 ADDITIONAL LOADS PER FBC & FRC NON-CONCURRENIBC LL lopsf FBC TABLE 1607.T.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) NGN-CONCURRCNI BC MC:'L•.c. L, 20Co DEFINITIONS MWF = MAIN WIND FORCE 1C = TOP CHORD BC = BOTTOM CHORD LL LIVE LOAD DL = DEAD LOAD pst = POUNDS PER SOLIARE FOOT p POUNDS 0 I O N to In M24 M24 0 I v I N OFFICE 50-0-0 cn c� c3 HJT�Y% w 19-4-0 30-8-0 50-0-0 SANTA HJ7 J7 0 I I 0 I 0 I 0 I 0 I BAR BARA ELEVATION 3 ROOF 2-CAR WITH TRAY 3000 0-4-3 i EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: DATE: 6/ 15 00 REVISED: 8/4 06 PAGE 2 OF 2 AN 0 w Q IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c). EAST COAST LUMBER IS THE 'TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE NTH 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 Ej 5285 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 FAX: (772)466-5336 *BUILDER'S WARNING* * THIS LAYOUT IS FOR PLACEMENT OF ENGINEERED COMPONENTS. * FOR ERECTION AND INSTALLATION (TEMPORARY AND PERMANENT) FOLLOW INSTRUCTIONS ON BCSI-B 1 SUMMARY SHEETS AND FINAL ENGINGEERING SHEETS FOR EACH TRUSS. * SEE FINAL ENGINEERING SHEETS FOR NUMBER OF GIRDER PLIES AND CONNECTION. * ALTERATIONS AND/OR REPAIRS TO TRUSSES MUST BE APPROVED IN ADVANCE BY OUR ENGINEERING DEPARTMENT. * BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR ENGINEERING DEPARTMENT APPROVES THEM IN ADVANCE. I WOOM////////////M/010 12 6(�- - DESIGN BY: ACJ 14 4-ACAD BY: KSM DESIGN CRITERIA COUNTY: - CODE FBC-ASCE 7 LOADING: TILE MWF SPEED: 120 M.P.M. SCALE: I/B' = 1'-0* EXPOSURE CATEGORY = B MEAN HEIGHT: 25-0' IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLOSED TRUSS SPACING 24" O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF s TC LIVE: 20psf TC D: 1 sf IC DEAD: 15psf BC LI sf BC LIVE: OOpsf BC D: sf BC DEAD 05psf DUR FACTOR: 1 25 ADDITIONAL LOADS PER FBC & FRC NON -CONCURRENT BC LL lOpsf FBC 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 200! FBC TABLE 1607.1.31 DEFINITIONS MWF = MAW VAND FORCE IC - TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD OL = DEAD LOAD j psi = POUNDS PER SDUAP.E FOOT =POUNDS OFFICE M Ln U U U CJIP CJ3P 0 o CJ5P 0 EJ7P EJ7P Wills 33-0-0 d d In (") U U U CJIP CJ3P CJ5P EJ7P EJ7P 0-3 7 EAST COAST LUMBER TRUSS DIVISION CUSTOMER: ENGLE HOMES JOB NAME: 1OX33 PORCH DATE: 10-20-99 REVISED: 1 1-07-05 SB33SHRT co t\ Lu 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 FT. PIERCE FL. 4946 OF8 CE: T(772) 66 L24D80 FAX: (772) 663 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. I DESIGN BY ACJ ACAD BY KSM DESIGN CRITERIA COUNTY:._ CODE: FBC—ASCE 7 LOADING: TILE MKF 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 2.' O.C. EXCEPT AS NOTED FLOOR GRAVITY LOADS ROOF IC LIVE: 40psf IC LIVE: 20psf IC DEAD: lops( iC DEAD: 15psf BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: 05psl BC DEAD: 05psf OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC f1ON—CONCURRENT BC LL IODsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R30;.4 (NOTE B,G,H) unu—rQNCURREN! o 1 FBC TABLE 1607.1.31 DEFINITIONS MV,F = MAC: 1411'11) FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD OL = DEAD LOAD osi = POUNDS PER SOJAKE FOOI y = POUNDS OFFICE