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518 Kays Landing Dr (2)
PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER 44 01 0" ZA T PROPERTY ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE 1 S SUBDIVISION PERMIT # a9 DATE 44 PERMIT DESCRIPTION E?,r:$:T N S fm PERMIT VALUATION--j 0 So 090 SQUARE FOOTAGE cl r-_j�`���-o City of Sanford Certificate OT Occupancy This is to certify that the building located at 518 Kays Landing for which permit number 06-2959 has heretofore been issued on August 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 Building: T Gibson 12/06/06 Engineering & Planning: G Hyatt 12/04/06 Public Works: M Watson 11/30/06 Utilities: R Blake 11/30/06 Fire Department: Conditions (if blank, no conditions apply) Engle Homes Q)3� Yyl . Q�, .� _e O1/03/07 Property Owner Building Official Date BP210I01 CITY OF SANFORD Special Notes Display Property address . . . . 518 KAYS LANDING DR Parcel Number . . . . . . 26.19.30.5-0000-1350 Misc info Source code APPL HISB APPL HISB APPL HISB APPL HISB APPL HISB APPL HISB Special note NOC on file,l story 2 baths FEMA/SLAB ON FILE CO SIGN OFF: P&Z: GH 12.4.06 PW: MW 11.30.06 Util:RB 11.30.06 Press Enter to continue. F3=Exit F12=Cancel 1/03/07 09:32:02 Date 8/14/06 11/27/06 11/29/06 11/29/06 11/29/06 11/29/06 vT�a Cityof-Sanford Certificate Of Occupancy This is to certify that the building located at 518 Kays Landing Dr for which permit number 06-2959 has heretofore been issued on August 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 Building: T Gibson Engineering & Planning: Date 12/06/06 G Hyatt 12/04/06. Public Works: M Watson 11/30/06 Utilities: R Blake 11/30/06 Fire Department: Conditions (if blank, no conditions apply) Engle Homes Q)O" Yv� , ,; _ 12/14/06 Property Owner Building Official Date BP21OU01 CITY OF SANFORD Application Miscellaneous Information Maintenance 12/14/06 11:56:15 Application number . . . . . 06 0000255`9 Parcel Number . . . . . . . 26.19.30.5-0000-1350 Address . . . . . . . . . . 518 KAYS LANDING Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 8/14/06 Y NOC on file,l story 2 baths _ HISB 11/27/06 Y FEMA/SLAB ON FILE _ HISB 11/29/06 Y CO SIGN OFF: _ HISB 11/29/06 Y P&Z: GH 12.4.06 HISB 11/29/06 Y PW: MW 11.30.06 HISB 11/29/06 Y Util:RB 11.30.06 F3=Exit F6=Add F12=Cancel Bottom t r« -rc, I ►t 100b LOT pffAst U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8, SECTION A - PROPERTY INFORMATION o(e-a9s1� OMB,.No. 1660-0008 Expires February 28, 2009 ezcs.�'x., f&Ai1 'hRx# Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Wff Ngh 5I8 VMS 1-03010G 0V_X\IE City 54N FaR,l� State FL ZIP Code 3 } A3 Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc. LOT 135 N ► AYS L6KIDI KI PHASE 2, t SAT �QQt< A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) -RE CI D 71 P,,I- A5. Latitude/Long Rude: Lat. Long, Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building R the Certificate is being used to obtain flood insurance. 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 enclosures) 0 sq ft a) Square footage of attached garage 350 - 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 Q c) Total net area of flood openings in A8.b _('>_ sq in c) Total net area of flood openings in A9.b - sq in SECTION B -FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP Community Name & Community Number B2. County Name 133. State G17Y of s/1rtFORD IZ02')'4- SF_MIN4C>L_E P-L B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 1211-4-L0040 E Rtn r.,,4;—+e 4.�_ - --- -- - •••- -��� •��� �.a� k.'�J Uaia vt uase twos oepm enterea in item t39. ❑ FIS Profile ❑ FIRM ❑ Community De coed Other (Describe) 5-f P t_ ATT I N � 1j J (Z y li Y Q IZ B11. Indicate elevation datum used for BFE in Rem 139: L1rJ NGVD 1929 ❑ NAVD 1988 []Other (Describe) 455 u m ~ 7 B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 ❑ Yes allo Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings" ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, VI-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized, Vertical Datum Lsk A V D 1 9 2. !) Aoz S JM E Conversion/Comments NCP15_ Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor) I h.et ❑ meters (Puerto Rico only) b) Top of the next higher floor N _❑ feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) N A ._❑ feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) 1_, 5 eet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building NIA- —❑ feet ❑ meters (Puerto Rico only) (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) NIA ._❑ feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) NIA ._❑ feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. l certify that the information on this Certificate represents my best efforts fo interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. Check here if comments are provided on back of form. -Certifier's Name 0d 4 c • w y License Number F5M 23� TRIe MCompany Name I�NK��1NG (��Z1Ni,1�l�te .1-t3I G�aJP 111s Address City State ZIP Code 2. (oa 3 fAA IT_L-4N_ 0 GT fL , f� <W �(� &AA 1TLANI D F I- Signature Date Telephone II>'Z11y� Q-off•-Goo-�IZo FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A. ` y� x? Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. City State ZIP Code „ SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. 1-DENk G2 e — 4EA►— PU/IAP SLAS FLrVATJ0tJ Signature — Date - A�i I tl ZI io& ❑ Check here if attachments SE 10 NG ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. Ell. 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 SectigN4 Items 8 and/or 9 (see a e 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is _ El feet Li motors El 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 her. if attachments SECTION G -COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or 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 ~T ❑ Check her, if attachments FEMA Form 81-31, February 2006 Replaces all previous editions u November 7, 2005 City of Sanford Building Division PO Box 1788 Sanford, FL 32772-1788 To Whom It May Concern: Re: Lot 135 — 518 Kays Landing, Sanford, FL 32771 The finished floor elevation of the structure located at 518 Kays Landing, Sanford, FL 32771, Lot 135, Kays Landing Phase 1 meets or exceeds the requirements set forth in the City of Sanford Code Chapter 6, sec. 6-7(a). Sincerely, CCL / IBI Consultants a division of roup David o 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 1131 Group CCL CCL/IBI CONSULTANTS, INC. CCL AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER ��� A DIMION OF AYE I& CROUP WWW.CCL—POMPA#VO.COM WWW.CCI.—ORLANDO.COM A 0IVM6W OF 7NE IN GROUP 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, RANG£ 30 EAST, SEM/NOLE COUNTY FLORID MAP REVISION 05/17/1995 BEING S 0074 40" E, AN ASSUMED MERIDIAN. FLOOD ZONE X ELEVA77ONS DERIVED BY SITE BENCH MARKS SUPPLIED BY THE PLATTING SURVEYOR. LEGEND: L= ARCI DISTANCE INDICATES/ B.C5610 CAPw(IRCL UNLESS OTHERWISE NOTED n= CENTRAL ANGLE A/C = AIR CONDITIONER SLAB L.B. = LICENSED BUSINESS N&D = 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.E. = UTILITY EASEMENT PRC = POINT OF REVERSE CURVATURE F.F. FINISH FLOOR FHYD. = FIRE HYDRANT CATV. = CABLE TV L.P. = LIGHT POLE W.M. WATER METER ELEC. ELECTRIC SERVICE W.V. = WATER VALVE PT =POINT OF TANGENCY ® = EXISTING ELEVATION SCALE: V = 30' n rr LOCATION SKETCH (NOT TO SCALE) e�\ 1 A� I I , Cl: I A--7'04'48" _ R=275.00' \ L=33.98� L. - 1 CHORD BEARING=N18'27'14"W 1 , CHORD=33.96' \ 25 34.5 34.7 34.14 351 35.7 NOD L.B. 56f0 R0. 8 �P S 89' 718 E (NON —RADIAL) L.B. 68 152.68' EL. J165 . 5' D.E. o I 1 0 — —�\ AO pod — _ _ — — 4�,§ _ -- ^ 42.4 00 0.. tj) \ 21. N 0 to � �3%�� BRICK r _ 0 Z L. v I ONE STORY RESIDENCE o 35.3 Z Li �g9 F.F. EL. 36.09' v 10 n T n ^ N L.v I ARC GAR. EL. 35.49' Lu u' 4CiL., • CN 2 ZE — — — i 5'D.E. 31----- �� (/) B056f0 89'47'18" R DIAL) 131.9061. UW(NON- 34.7 35.0 35.2 1 25. C2: R=325.00 1 d=5'12'33" „T , ; n r L=49.62 R=325.00' L-`J I I o=s•a6's9• , L=29.55' 1 CHORD BEARING=S19'23'21 "E CHORD=29.54' ;U n LEGAL DESCRIPTION: Lot 135, Kays Landing, Phase 2, according to the Plot thereof, as recorded in Plat Book 69, r� at Page 43-44, of the Public Records, Seminole County, Florida. Q0 NOTES 1. UNLESS I BEARS 7H£ SIGNATURE AND THE ORIGINAL RAISED 3, PLAT AND RECORDED DIMENSIONS ARE THE SAME SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS AS MEASURED UNLESS OTHERWISE NOTED, c— DRAWING, SKETCH, PLAT OR MAP IS FOR /NFORMA770NAL 4. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS CCL CONSULTANTS IAiC. FOR EASEMENTS AND OR RIGHTS — TO SURVEY MAPS OR REPORTS BY OTHER 774AN 7HE SIGNING OF —WAY OF RECORD. PARTY OR PARTIES IS PROHIBITED W17HOUT WRITTEN CONSENT OF 7HE SIGNING PARTY OR PARTIES. 5. LOCA!IONS ARE C/:"A1770 TO NS(BL£ IMPROVEMENTS ONLY. W 2 77ES ARE TO 7HE ABOVE GROUND FOUNDATION OF BUILDING. 6. THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. 7. 7H/S SURVEY EXCEEDS THE MIN/MUM CLOSURE ACCURACY D_ 6 REVISIONS: DATE: FOR A SUBURBAN SURVEY AS REQUIRED /N 61G17-6.003 D. Z BY: OF F�,QRIDA MINIMUM TE'CI, 1CAL STANDARDS PLOT PLAN 6/6/06 JAM /`J FOUNDATION 9/13/06 JAM FINAL 11/20/06 JAM RONAED W. HERR P.L.S. PROFESSIONAL SURVEY R and MAPPER #4907 STATE OF FLORIDA DATE OF SURVEY. DRAWN CHECKED FIELD 704 50 9/12/06 BY JAM BY DSB BOOK 153 johl. dress: e ",� Elecnical Plumbing/ Neil Commercial: 4m.rum"es_____ rmmmng./mn,nn/o,o,/^/:wo/Water Closets ____ 0,mponnTiv,:Residential [ommmz.o| _ nep|ocenm'--- New — (Duct La�'o"`&soerayr,|cRequired) �u/Water & sewer u.`es____ #n/GmLines _____ Pinnibing Repair — Residential or Commercial -r''xn=.m"xo"//c_ Flood Zone, (I-r�]A form re(Iiiii-ed , L) ph"""._______ STREMSUM ----'CACO 32448 rll=,_Q. F"`` _ _ ^ _________ __ n:""". m°umgc""v"",�—_—__------__�____----' "ddrv's � �/""�"��,"�,, n""". s.._ \rI'"*^1I1.Il'"'!"./m^/"or"n// "'x,,II"".a'Ind m..a/,Ion, °."d^,.'o /n`.i" ,h'1/ "^'i.nu,.x",w��..`)mm'mu �".".^",./I,.^."..//`/'/'�xvuv'.k;',/ I .00`' `/' ,```///`/"", //i\�`"!`*^/'P`x/ //x`/\"'�`^^/ o^.'`xm/vw/".conqn-tiction and zonm�-, WARN"ING TO OWNER: )'(')I IR FAILLIRI: TO RECORD A NOTICE OF cnf\1N,IEN(' -l"FNT RF J� T IN YOUR P/�YING Pi'edcral agencies thi., cmint\. and theie rnj% he additional permits required lininolhei Lro, ernmemal entities such 0S ' 0(c] 1110 2ell ent distric(s. ale agencies. m I" — co Signature ol'Notary-Slate ofFlorida Date Swnalure ot'N mory- State offloriclo Dale o~n"a:ox* Personally um*oit) me or p"./mcd I D I'loduccd 11)—__ spCCIa/co*./uns:_ ____ MIRINDA C. TURNER EXPIRES: June 14, 2007 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75113 DATE: 0&- BUILDING PERMIT NUMBER: (CITY) COUNTY NUMBER: UNIT ADDRESS: ",5- /y ,� - TRAFFIC ONE: JURI6DICTION: 06 CITY OF, SANFORD SEC: �� I TWP: ri RNG - 1-:50 PARCEL: SUBDIVISION: X1__ 14 Ki'TRACT: PLAT BOOK: +LAT BOOK PA - `/ 3- 4/VBLOCK: LOT: OWNER NAME: ADDRESS: 7 77 7 7 7 3' 734 I rc 7 -7 174; APPLICANT NAME: ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -.-ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 � 705.00 ROADS -COLLECTORS NORTH 0 dwl. unit t 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $.1,384.00 AMOUNT DUE t 2,143.00 STATEMENT SIGNATURE: RECEIVED BY: V�j 1-r r- (PLEASE PRINT NAME) DATE: /7 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: I -COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTF** 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******************** Permit # : Job Address: t Description of Work: Historic District: 21608720 28488 ENGLE HOMES CITY OF SANFORD PERMIT APPLICATION 135 DAYS LANDING _ r1 D Ti 518 KAYS LANDING DR - - = -- r -_-. Date: r�i U C� STANFORD 2000 06-2959 Zoning: Value of Work: Permit Type: Building Electrical n Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service-4 of AMPS Q W 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 YCommercial Industrial Total Square Footage: <%y 55 Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than IL) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: l ,rr. Phone - Phone & Fax: `I/ I " tp-TUU - U I L)U 7u l lD`► /- d }J 1 Contact Person: -j''FIM 1 CXA1 i,_i, Phone`7 U LIP )- Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. _la3 OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State ;Owner/Agent is Personally Known to Me or Produced ID - APPLICATION APPROVED BY: Bldg: (Initial & Date) Date Date ire ents of Florida Lien Law, FS 713. _ _ A AUG al 2006 �/ 9� / turdd'off Contrqr�rkkr kl �J f4, c�-D�aatte 2EE Contractor/Agent's Napre %6ye Signature of Notary -State of Flor da}ono: '°ear, of Florida Pamela S Temus ® My Gcmpoission DD437139 Contractor/Agent is Prrenn Expires 08l07(2009 fit nriwn n e nr Produced ID _ Zoning: Utilities: (Initial & Date) FD: (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : rZ�l Date: J 12- Job Address: w K i'a—, Q •S' �3f Description of Work: Historic District: Zoning: Value of Work: S \- x) " ):Z) 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 Gas Lines Plumbing/New Residential: # of Water Closets -z_ 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: ��',y����������� Phone: Contractor Nar���lyL��-B�W04C P 0 BOAC 1117 State License Number: C SANFORD, FLORI.DA_3?772 111 Phone & Fax: (407) 323-75.15 Contact Person: 1 ?1lANTA f1 PLUMBING, INCi Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address, Phone: Fax: P 0 SQ�L..l11-7 61AyFORD, FLORIDA 32772 1117 (467)323-751g Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that -all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS,. TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable iawa 7,r_ construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT 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 mpanagement districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements o da Lien Law, FS 713. Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date MARTHA Y. HALL N����o��tt�ary Public, State of Florida Owner/Agent is _ Personally Known to Me or Contractor/Agent is �ersonaity KnowNtSP@l?• exp. Feb. 1, 2008 _ Produced 1D _ Produced ID Comm., No. DD 258139 APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : ��� XDate: Job Address: - -14 U v Description of Work: R o (` nn r• r P t a R 1 p C1t S FR Total Square Footage "?_qc? .,�L— Historic District: No Zoning: Value of Work: S Permit Type: Building X Electrical, X Mechanical X Plumbing _X Fire Sprinkler/Alarm --; Electrical: New Service — # of AMPS Addition/Alteration Change of Sc; vice Temp b u. y .�ol/e Mechanical: Residential X Non -Residential Replacement New (Duct Layout & Energy C16� Requi . Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Construction Type: 5)�# of Stories: I # of Dwelling Units: Flood Zone: (FEMA form required) Owners Name&Address: ToUsa Homes dbaEnctle Homes, Orla 11315 Corporate Blvd #250 Orlando 32877 Phone: (4f)7) 2453-1500 Contractor Name&Address: William Colby Franks 11301 Corporate Blvd., #303, Orlando State License Number: CGC1507971 Phone& Fax: 407-249-3500/407-313-�4ti2t�ct241at7: Valerie/Ke Phone: 407-249-3500 Bonding Company: N/A Address: Mortgage Lender: Address: Architect/Engineer: Residential Design Services Phone: 407-246-1 n8O Address: 330lBartlett Blvd. , Orlando 32811 Fax: 407-2460=0094 Application is hereby made to obrtiin a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with -all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that maybe 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 requiter tents f Flo da Li aw, F 713. 7 /0� Signature of Owner/Agent Date sip ure of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or _ Produced ID r� Q� APPROVALS: ZONINGC�; 1 UIIL: FD: Special Conditions: Rev 03/2006 Wiliam Colby Franks Print Contractor/Agent's Name Signature of Notary-S%I�,pfFlorida Date i� Valerie L Furrer *. ._ MY COMMl.S10N # DD205915 EXPIRES May 25, 2007 obQP' BONDEDFNRU TROY FAIN INSURANCE, INC Contractor/Agent is _X_ Personally Known to Me or Produced ID ENG: BLDG: —Q2br Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 DaviDJOHNSDN,CFA,ASA :ti 133 - fd0 W 142 � 137 PROPERTY � APPRAISER �, 144 SEMINOLECOUNTY FL. d9td: 7if 14ui (1,��s,Sl,'' 1 101 E. FIRST ST mow, SANFORD, FL32771-1468 3i TRAC,TI. _ 407-665-7506 ff, , 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 34-19-30-520-0000-1350 Number of Buildings: 0 Owner: TOUSA HOMES INC Depreciated Bldg Value: $0 Mailing Address: 11315 CORPORATE BLVD STE 250 Depreciated EXFT Value: $0 City,State,ZipCode: ORLANDO FL 32817 Land Value (Market): $62,000 Property Address: 518 KAYS LANDING DR SANFORD 32771 Land Value Ag: $0 Subdivision Name: KAYS LANDING PHASE 2 Just/Market Value: $62,000 Tax District: S1-SANFORD Assessed Value (SOH): $62,000 Exemptions: Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $62,000 Tax Estimator SALES 2005 VALUE SUMMARY Deed Date Book Page Amount Vac/lmp Qualified 2005 Tax Bill Amount: SPECIAL 06/2006 06285 0929 $1,096,000 Vacant No 2005 Taxable Value: WARRANTY DEED DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LEGAL DESCRIPTION LAND Land Assess Land Unit Land Frontage Depth PLATS: Pick... Method Units Price Value LOT 135 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 properly tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?parcel=34193052000001350... 7/5/2006 CCL CCL/IBI CONSULTANTS, INC. AUTHORIZATION CCL /LB5610 ENGINEERS SURVEYORS PLANNERS IBI 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER �� • arurow Or PC AM WOW I WWW.CCL-POMPANOCOM WWW:CCL-ORLANDO.COA/ A "Slav or ?w Mir amp ENGLEKAY' S LANDING PHASE 2 NAAONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE NEST LINE OF THE COMMUNITY NUMBER 120294 NORTHEAST 114 OF SEC1/0N J4, TOWNSMP 19 PANEL NUMBER 12117COO40E SOUTH, RANGE 30 £AST, SEMINOLE COUNTY. FLOR/OA. MAP REVISION 0511711995 BEING S 0074'40" f. AN ASSUMED MERIDIAN. FLOOD ZONE X L 9 G 9 N D : R= RADIUS L= ARC DISTANCE a- CENTRAL ANGLE A/C = AIR CONDITIONER SLAB g CENTERLINE Q.E. DRAINAGE EASEMENT L.M.E. = LAKE MAINTENANCE EASEMENT F.F FINILSITYFLOORMENT FHYD. FIRE HYDRANT W.M. =WATER METER W.V. WATER VALVE O INDICATES 5 8" IRON ROD SET MATH NUMBER L.B. 5610 COP NAiIRCj, UNLESS OTHERWISE NOTED L.B. ICENSED U ESS PCD==POINT OFLCUARVATURE L.B. 5610 PCC = POINT OF C0NP0UUNND CURVATURE PI = POINT O IN' N RS CTION PRC POINT OF REVEERSE CURVATURE CATV. . CABLE TV P`P. . LIGHT POLE TE = POINTCOFI TANGENCY ® = PROPOSED ELEVATION I I � Cl: I 0-=7'04'48" R=275.00' L=33.98' 33.8 N 89*47'18" W 5' D.E. I A/C Pod Rt _ 21.6r '3'TANFROD 2 r, ELEoo VAT/ONIq (48.00' x 64.00 i �^ 2. 4 2.7421sq.ft. F.F. ELEV. = 35.85' 0C \ q VW� -T \ \\W --dN --- 55.33' — oI 5'D.E. N 89-47'18" W �C2: �5'12'33" LR=49 82 �1 R=325.00' o=8•46.59• , L=29.55' I v ?1 / /1T � �•A t 152.68' AREA TABULATION --------------- LOT = 8.5511SOXr.. -w ro' LOCATION SKETCH (NOT TO SCALE) L• G NOTE: LEGAL DESCRIPTION.• BUILDING WILL BE STAKED AS SHOWN Lot 135, Kays Landing, Phase Z according to the Plot thereof, as recorded in Plot Book 69, Q0 at Pogo 43-44, of the Public Records, Seminole County, Florida. n NO TES. (SKETCH AND LECAL ONLY, NOT A SURVEY) Q0 I. UNLESS I r BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SHORN HEREGM OWRE N01ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY CCL CONSULTANTS IN,. FOe7 EASEMENTS AND DRAWING, SKETCH. PLAT OR MAP is FAR /NFARMATIANAL RIGHTS -OF -WAY OF R*ECOP.D, PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS 3. DATA SHOWN HEREON WAS CCM O 70 SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING INSTRUMENTS' AND CAE' CONS"ITUTE A FiF_L SURVEY La PARTY OR PARTIES /S PROHIBITED WTHOUT ROTTEN CONSENT OF THE SIGNING PARTY OR PAR17ES. AS SUCH. % a z REVISIONS: GATE: PLOT PLAN 6/6/06 JAM DAVID RUN0, P.S.M PROFESSIONAL SU and MAPPER #5670 STATE OF FLORIDA DATE OF SKETCH: DRAWN CHECKED FIELD 6/6/06 BY JAM BY DMB BOOK N/A POWER OF ATTORNEY Date: 7// /0 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 135 , Block Subdivision: Kay's Landing Phase 1 Address of Job: 518 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 Tvve or Print name of Certified Contractor Signature of Certifies Contractor State of Florida County of Orange The foregoing instrument was acknowledged this %`'-L- day of , 2 OZZ-, by William Colby Franks, who personally appeared before a and acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. ✓ Personally Known Produced Identification Type f Identificaticfti Signatur otary Public, State of Florida Kimberly Kaminer Print or Type Name of Notary Public (Seal) ?o`"RY p`�� Kimberly Kaminer * : Commission # DD425691 N4� .f` Expires May 4 2009 op � a-- Troy Faa, . inwaecs. , nc eoo•3as•7oia 0 FORM 60OA-2004 EnergyGaugeO 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: STANFORD200002293 Builder: Permitting Office: ENGLE HOMES S fir' d- Address: / a' j< a,,(-�-- r, City, State: �'``��(( d�_ Permit Number: 0 (0 " � Q 5 ? Owner: fl�o t__ 4nt_t < Jurisdiction Number: 6 4? 1500 Climate Zone: Central 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ffl) 2293 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) 361.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 361.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 213.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1404.0 ft' _ b. Frame, Wood, Exterior R=11.0, 44.0 ft' _ c. Frame, Wood, Adjacent R=11.0, 302.0 ft' _ d. N/A _ e. N/A _ 10. Ceiling types _ a. Under Attic R=30.0, 2403.3 ft' b. N/A _ c. N/A r_ 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 1.0 ft b. N/A _ 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.16 Total as -built points: 31296 PASS Total base points: 32937 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY:, DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy ENT: U Cod�j� OWNER/AG DATE:' Ga Cap: 48.0 kBtu/hr _ SEER: 14.00 Cap: 48.0 kBtu/hr _ HSPF: 7.70 Cap: 50.0 gallons _ EF: 0.90 Review of the plans and ST'r specifications covered by this ojT i calculation indicates compliance with , the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 fy coo Florida Statutes. wg� BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGaugeO (Version: FLRCSB v4.0) FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: . , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points 18 2293.0 25.78 10640.4 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8 Single, Clear E 1.0 7.0 19.0 63.97 0.98 1195.2 Single, Clear E 1.0 10.0 16.0 63.97 0.99 1017.6 Single, Clear E 1.0 10.0 44.0 63.97 0.99 2798.5 Single, Clear W 1.0 10.0 42.0 57.68 0.99 2409.4 Single, Clear N 1.0 8.0 23.0 30.19 0.99 686.7 Single, Clear W 1.0 3.5 12.0 57.68 0.89 613.6 Single, Clear W 7.0 14.0 7.0 57.68 0.74 298.3 Single, Clear W 7.0 6.5 6.0 57.68 0.53 182.1 Single, Clear N 1.0 7.0 13.0 30.19 0.99 386.7 Single, Clear N 1.0 8.0 23.0 30.19 0.99 686.7 Single, Clear NE 1.0 8.0 12.0 47.10 0.99 559.7 Single, Clear SW 1.0 8.0 12.0 56.99 0.99 677.3 Single, Clear E 1.0 11.0 12.0 63.97 0.99 763.7 Single, Clear E 1.0 11.0 72.0 63.97 0.99 4582.0 As -Built Total: 361.0 19208.1 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 302.0 0.70 211.4 Concrete, Int Insul, Exterior 4.1 1404.0 1.18 1656.7 Exterior 1448.0 1.90 2751.2 Frame, Wood, Exterior 11.0 44.0 1.90 83.6 Frame, Wood, Adjacent 11.0 302.0 0.70 211.4 Base Total: 1750.0 2962.6 As -Built Total: 1750.0 1951.7 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 20.0 4.80 96.0 Exterior Insulated 20.0 4.80 96.0 Base Total: 38.0 124.8 As -Built Total: 38.0 124.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2293.0 2.13 4884.1 Under Attic 30.0 2403.3 2.13 X 1.00 5119.0 Base Total: 2293.0 4884.1 1 As -Built Total: 2403.3 5119.0 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 213.0(p) -31.8-6773.4 Slab -On -Grade Edge Insulation 0.0 213.0(p -31.90 -6794.7 Raised 0.0 0.00 0.0 Base Total: -6773.4 As -Bull[ Total: 213.0 -6794.7 INFILTRATION Area X BSPM = Points Area X SPM = Points 2293.0 14.31 32812.8 2293.0 14.31 32812.8 Summer Base Points: 44651.4 Summer As -Built Points: 52421.8 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 48000 btuh ,SEER/EFF(14.0) Ducts:Unc(S),Unc(R),Gar(AH),R6.0(INS) 52422 1.00 (1.09 x 1.150 x 0.95) 0.244 1.000 15163.1 44651.4 0.4266 19048.3 52421.8 1.00 1.188 0.244 1.000 15163.1 EnergyGauge'rm DCA Form 60OA-2004 EnergyGauge6NFlaRES'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 I .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point 18 2293.0 5.86 2418.7 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 Single, Clear E 1.0 7.0 19.0 12.37 1.01 236.5 Single, Clear E 1.0 10.0 16.0 12.37 1.00 198.7 Single, Clear E 1.0 10.0 44.0 12.37 1.00 546.4 Single, Clear W 1.0 10.0 42.0 13.25 1.00 556.1 Single, Clear N 1.0 8.0 23.0 15.07 1.00 346.0 Single, Clear W 1.0 3.5 12.0 13.25 1.02 161.5 Single, Clear W 7.0 14.0 7.0 13.25 1.04 96.8 Single, Clear W 7.0 6.5 6.0 13.25 1.09 86.6 Single, Clear N 1.0 7.0 13.0 15.07 1.00 195.5 Single, Clear N 1.0 8.0 23.0 15.07 1.00 346.0 Single, Clear NE 1.0 8.0 12.0 14.70 1.00 176.5 Single, Clear SW 1.0 8.0 12.0 11.59 1.00 139.6 Single, Clear E 1.0 11.0 12.0 12.37 1.00 149.0 Single, Clear E 1.0 11.0 72.0 12.37 1.00 893.8 As -Bunt Total: 361.0 4660.8 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 302.0 1.80 543.6 Concrete, Int Insul, Exterior 4.1 1404.0 3.31 4640.2 Exterior 1448.0 2.00 2896.0 Frame, Wood, Exterior 11.0 44.0 2.00 88.0 Frame, Wood, Adjacent 11.0 302.0 1.80 543.6 Base Total: 1750.0 3439.6 As -Built Total: 1750.0 5271.8 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 20.0 5.10 102.0 Exterior Insulated 20.0 5.10 102.0 Base Total: 38.0 174.0 As -Built Total: 38.0 174.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2293.0 0.64 1467.5 Under Attic 30.0 2403.3 0.64 X 1.00 1538.1 Base Total: 2293.0 1467.5 1 As -Built Total: 2403.3 1538.1 EnergyGauge® DCA Form 60OA-2004 EnergyGaugeWFIaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 213.0(p) -1.9 -404.7 Slab -On -Grade Edge Insulation 0.0 213.0(p 2.50 532.5 Raised 0.0 0.00 0.0 Base Total: .404.7 As -Built Total: 213.0 532.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 2293.0 -0.28 -642.0 2293.0 -0.28 -642.0 Winter Base Points: 6453.0 Winter As -Built Points: 11535.2 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 48000 btuh ,EFF(7.7) Ducts:Unc(S),Unc(R),Gar(AH),R6.0 11535.2 1.000 (1.078 x 1.160 x 0.95) 0.443 1.000 6073.9 6453.0 0.6274 4048.6 11535.2 1.00 1.188 0."3 1.000 6073.9 EnergyGauge TM' DCA Form 60OA-2004 EnergyGauge®/FlaRES2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGaugeO 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.D0 10058.7 As-Bulft Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 19048 4049 9840 32937 1 15163 6074 10059 31296 PASS EnergyGauge'rm DCA Form 60OA-2004 EnergyGauge®/FlaRES'2004 FLRCSB v4.0 FORM 60OA-2004 EnergyGaugeO 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION RE UIREMENTS 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 fkxx. EXCEPTION: Frame walls where a continuous infiltration banier 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 a 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1,2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences-1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked kirk 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 & pod heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1 607.1 1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge^" DCA Form 60OA-2004 EnergyGauge&FlaRES'2004 FLRCSB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2293 ft' _ 7. Glass type] and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7gSngle Default) 361.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 361.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 213.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int lnsul, Exterior R=4.1, 1404.0 ft' _ b. Frame, Wood, Exterior R=11.0, 44.0 ft' _ c. Frame, Wood, Adjacent R=11.0, 302.0 ft2 _ d. N/A _ e. N/A - 10. Ceiling types a. Under Attic R=30.0, 2403.3 ft' _ b. N/A _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 1.0 ft _ b. N/A _ 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 48.0 kBtu/hr _ SEER: 14.00 Cap: 48.0 kBtu/hr _ HSPF: 7.70 Cap: 50.0 gallons _ EF: 0.90 *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergySI&Y designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass outtp�ut on ages 2&4. EnergyGauge® (Version: FL CS v4.0) PROJECT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 For: ENGLE HOMES Notes: STANFORD PLUS Weather. Oriando_AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 32 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 43 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 42085 Btuh Structure 37321 Btuh Ventilation air 0 cfm Ventilation 990 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 OF Design heat load 42085 Btuh Use mfg. data y Rate/swing multiplier 1.00 Infiltration Total sens. equip. load 38311 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1380 Btuh Ventilation 1474 Btuh Heating Co I' Infiltration 4104 Btuh Area (ftz) 2293 2293 Total latent equip. load 6958 Btuh Volume (ft3) 20874 20874 Air changes/hour 0.70 0.40 Total equipment load 45269 Btuh Equiv. AVF (cfm) 244 139 Req. total capacity at 0.80 SHR 4.0 ton Heating Equipment Summary Cooling Equipment Summary Make LENNOX Make LENNOX Trade Trade Model Cond Coil Efficiency 7.7 HSPF Efficiency 14 EER Heating input Sensible cooling 37600 Btuh Heating output 0 Btuh @ 47°F Latent cooling 9400 Btuh Temperature rise 0 OF Total cooling 47000 Btuh Actual air flow 1600 cfm Actual air flow 1600 cfm Air flow factor 0.038 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.40 in H2O Static pressure 0.40 in H2O Space thermostat Load sensible heat ratio 85 % Bold4talk values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. :+sc wrightsoft Right-Sulte Residential 5.5.17 RSR26014 2006•May-15 11:21:49 M.C.P� E:\Filee\ENGLE2002\Stonford2000\sTANFORD2000sf2293\STANFORD2000sf2293.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 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 20874 ft3 x 0.0167 = 244 cfm 2. Winter infiltration load 1.1 x 244 cfm x 32 OF Winter TD 8572 Btuh 3. Winter infiltration HTM 8572 Btuh / 399 ft2 Total window = 21.5 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 20874 ft3 x 0.0167 = 139 cfm 2. Summer infiltration load 1.1 x 139 cfm x 18 OF Summer TD = 2755 Btuh 3. Summer infiltration HTM 2755 Btuh / 399 ft2 Total window = 6.9 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x43 gr/Ib moist.diff. x 139 cfm = 4104 Btuh Procedure D - Equipment Sizing Loads 1. Sensible sizing load Sensible ventilation load 1.1 x 50 cfm vent. x 18 OF Summer TD = 990 Btuh Sensible load for structure (Line 19) + 37321 Btuh Sum of ventilation and structure loads = 38311 Btuh Rating and temperature swing multiplier x 1.00 Equipment sizing load - sensible = 38311 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 50 cfm vent. x 43 gr/Ib moist.diff. = 1474 Btuh Internal loads = 230 Btuh x 6 people + 1380 Btuh Infiltration load from Procedure C + 4104 Btuh Equipment sizing load - latent = 6958 Btuh *Construction Quality is: a No. of Fireplaces is: 0 Boh* telk values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. "Wregh1t50'FC Right -Suite Residential5.5.17 RSR26014 2006-May-15 11:21A9 M/E:tFileatENGLE200215fenford2000tSTANFORD20lK)aR293tSTANFORO?OOOsP2293.rsr Page 1 Duct System Summary 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Project•, For: ENGLE HOMES Job: STANFORD 2000 4.26.02 Heating Cooling External static pressure 0.40 in H2O 0.40 in H2O Pressurelosses 0.06 in H2O 0.06 in H2O Available static pressure 0.34 in H2O 0.34 in H2O Supply / return available pressure 0.17 / 0.17 in H2O 0.17 / 0.17 in H2O Lowest friction rate 0.723 in/100ft 0.723 in/100ft Actual air flow 1600 cfm 1600 cfm Total effective length (TEL) 47 ft Supply Branch Detail Table Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) Rect Size (in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BEDROOM 4 h 2942 112 49 1.619 6 Ox 0 VIFx 21.0 0.0 1 BEDROOM 3 h 1966 75 39 1.308 5 Ox 0 VIFx 26.0 0.0 BEDROOM 2 h 1931 73 66 0.773 5 Ox 0 VIFx 44.0 0.0 MASTER BATH h 2994 114 82 0.739 6 Ox 0 VIFx 46.0 0.0 1 MASTER SUITE C 5559 192 238 1.063 8 Ox 0 VIFx 32.0 0.0 1 MASTER WIC C 137 4 6 1.063 4 Ox 0 VIFx 32.0 0.0 1 BATH 2 h 428 16 8 3.400 4 Ox 0 VIFx 10.0 0.0 LAUNDRY ROOM C 1222 46 52 6.800 4 Ox 0 VIFx 5.0 0.0 FOY/LIV/DIN-A h 3868 147 124 3.778 7 Ox 0 VIFx 9.0 0.0 FOY/LIV/DIN h 3868 147 124 2.000 7 Ox 0 VIFx 17.0 0.0 FOY/LIV/DIN-B h 3867 147 124 2.429 7 Ox 0 VIFx 14.0 0.0 KITCHEN C 2340 73 100 1.619 6 Ox 0 VIFx 21.0 0.0 NOOK h 3825 145 107 0.850 7 Ox 0 VIFx 40.0 0.0 1 FAMILY ROOM -A c 5583 154 239 0.895 8 Ox 0 VIFx 38.0 0.0 1 FAMILY ROOM C 5583 154 239 0.723 8 Ox 0 VIFx 47.0 0.0 1 Supply Trunk Detail Table Name Trunk Type Htg (Cfm) Clg (Cfm) Design FR Veloc (fpm) Diam (in) Rect Duct Size (in) Duct Material Trunk 1 Peak AVF 876 962 0.723 689 16 0 x 0 VinlFlx !!�'�-, wrightsoft Right -Suite Residential 5.5.17 RSR26014 2oos�May-15 112028 i9CiCir� E:\Files\ENGLE2002iStenford20DO\STANFORD2000s22g3\STANFORD2oOOs2293.rsr Page 1 DUCT TREE DIAGRAM 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2%5 Project Information For. ENGLE HOMES HEN&MIRg External Igtdtic rm: 0.40 in H2O Pressure tf36: 0.06 in H2O Available 8W&Raww ;: 0.34 in H2O l5dpOp/RAWn available pressure 0.17 / 0.17 in H2O ft*A*Al &jon rate 0.723 in/100ft Actual air flow 1600 cfm Total mf x*m begptkT !}): Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM BEDROOM 4 —49, MASTER BAT --82. MASTER SUI —238. MASTER WIC --5. NOOK —106. FAMILY ROO —239. FAMILY ROO --239. BEDROOM 3 —39. BEDROOM 2 —65. BATH 2 —7. LAUNDRY RO —52. FOY/LIV/DI —124. FOY/LIV/DI —124. FOY/LIWDI —124. KITCHEN —100. < --NO TRUNK < --NO TRUNK < --NO TRUNK < --NO TRUNK < --NO TRUNK < ---NO TRUNK < ---NO TRUNK < --NO TRUNK RETURN TRUNKS AND BRANCHES 47 ft COC11m ag 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.17 / 0.17 in H2O 0.723 in/100ft 1600 cfm 961. !,1 wreghtsoft Right -Suite Residential 5.5.17 RSR26014 2006-May-15 112028 /�(,►� E:kRlestENGLE20021Stsnfoid2OMSTANFORD2000sfM3GSTANFORD2000s2293.nx Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 327466206 Phone: (407) 831-2665 N J: (M to, 1 Nerne d roan Entre House BEDROOM 4 BEDROOM 3 BEDROOM 2 14MUAL 2 Lero d wposed wab 213.0 ft 27.5 ft 11.5 ft 11.0 ft 3 Roan dmensions 16.5 x 11.0 ft 11.5 x 13.5 ft 11.0 x 15.0 ft Ceww Condit. Option 92 ft hwVood d 8.0 ft heaVcod 8.0 It heatl000l 8.0 ft 1 hwVcod TYPE OF CST I HTM Area Load(Btuh) Area Load() Area toadtuh) Area load W) E008URE NO. Htg I Cig Htg I Cig (M Htg C19 (tt) Htg I Cig (112) Htg cig 5 Gross a 14B 4.6 2.1 1785 - - 148 - - 92 88 Exposed b 12C 2.9 1.9 44 - - 0 - - 14 ""` "" 0 wait and c 13C 3.2 1.2 302 - - 72 - - 0 "" ""' 0 pariftbns d 0.0 0.0 0 - - 0 - - 0 "" "" 0 9 0.0 0.0 0 - - 0 - - 0 "" "" 0 f 0.0 0.0 0 - - 0 - - 0 "" "" 0 6 V*xkmos and a 1C 37.0 " 222 8205 - 16 591 - 16 591 - 16 591 glass doors b 8C 37.0 " 72 2661 - 0 0 - 0 0 - 0 0 Heating c 9C 38.7 " 44 1704 - 0 0 - 0 0 - 0 0 d IC 37.0 " 23 850 - 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 V*xbvsand North 20.9 68 "" 1419 16 - 326 16 - 326 0 "" 0 glass doors NEMW 39A 12 "" 473 0 - 0 0 - 0 0 0 Cookg E/W 70.9 242 "" 17164 0 - 0 0 - 0 1 .. 970 SE/SW 47A 12 "" 569 0 "' 0 0 - 0 0 "" 0 South 30A 27 "" 825 0 "' 0 0 "" 0 0 "" 0 Harz 0.0 0 ""' 0 0 "" 0 0 "" 0 0 "" 0 8 Other doas a 11A 18.9 12.7 38 717 484 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 1404 6470 2891 132 608 Z72 76 350 156 72 332 148 exposed b 12C 2.9 1.9 44 127 86 0 0 0 14 40 27 0 0 0 webs and c 13C 3.2 1.2 284 895 332 72 227 84 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 a 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 Cal W a 16G 1.1 1.4 2403 2538 3331 182 192 252 155 164 215 193 204 267 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 213 5521 0 28 713 0 12 298 0 11 285 0 (Nate: room b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 mr peeter 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 doors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Ird Wk., 1 21.5 6.9 399 8572 2755 16 344 110 16 344 110 161 344 110 13 Subtotal bss=6+8..+11+12 '"" 38M - "" 2675 "" "" 1788 "" "" 1756 Lass external heating "" 0 "" "" 0 "" "" 0 "" "" 0 Less transfer 0 "" "" 0 "" "" 0 "" "" 0 Healing redistribution "" 0 - "" 0 "" "" 0 "" "" 0 14 Duct loss 100A 38M - 10°/ 267 - 10 OA 179 - 100A 176 15 Total loss =13+14 ""' 42085 - - 2942 - ""' 1966 - "" 1931 16 InL gains: People @ 300 6 - 1800 0 - 0 0 - 0 0 - 0 Appl. 1200 2 "" 1800 0- 0 0- 0 0 "" 0 17 Subtot RSH gain=7+8. +1 +16 "" "" 33928 - - 1045 "" - 836 ""' "" 1397 Less external cooling "" "" 0 "" - 0 ""' - 0 "•' "" 0 Lew transfer "" "" 0 "" "" 0 '" '"" 0 "" "" 0 Cooling redistribution "" "" 0 "" "" 0 "" ""' 0 "'' "" 0 18 Dud gain 10° "" 3393 10°/ "" 104 10°/ "" 84 10'/ "" 140 19 Total RSH gairt=(17+18)'PLF 1.00 "" 37321 1.l]D "" 1149 1.00 "" 919 1.00 "" 1536 20 Ak rawred (cfrn) "" 1600 16M "" 112 49 - 75 39 -. 73 66 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Aftt� wr-zQ "1t5C>ft Right -Suite Residerdiat 5.5.17 RSR26014 2006-May1:4 15 11:29 E:tFilesIENGLE20021Stanford2000t,5TANFORD2000s22931STANFORD2000sf2293.rsr Page 1 RIGHT-J WORKSHEET 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 1 MANUAL J: 71h Ed. Narrre of loan MASTER BATH MASTER SUr E MASTER WIC BATH 2 2 14 Length of exposed Well 24.0 tl 13.5 fl 0.0 R 6.0 It 3 Room drronaions 15.0 x 9.0 R 13.5 x 18.0 it 10.0 x 9.0 It 6.0 x 13.0 R 091ngs Condit. Option 8.0 R hesHood 10.0 I1 1 hwVcod 8.0 ft heatl000l 8.0 1t I heavood TYPE OF CST li f Area Load (Btuh) Area Load (Bhh) Arm Load (Btuh) Area Load (Btit1) E)qK SURE I NO. H� Cg (m Hlg I Clg (W) Htg Clg OF) Htg I CI9 (n Htg I Clg 5 Gross a 14B 4.6 2.1 192 "" "" 135 "" "" 0 "" '"" 0 Exposed b 12C 2.9 1.9 14 "" "" 16 "" " ' 0 "" "" 0 well and c 13C 32 1.2 0 "" "" 0 "" '"" 0 "" "'"48 partitions d 0.0 0.0 0 "" "" 0 "" 0 0 e 0.0 0.0 0 "" "" 0 "" ..» o "" .�» o If 0.0 0.0 0 "" "" 0 "" ""' 0 "" "" 0 6 Windows mid a 1C 37.0 " 19 702 "" 16 591 "" 0 0 0 0 Ow ds on b 8C 37.0 0 0 "" 0 0 "" 0 0 ""' 0 0 FkmA c 9C 38.7 0 0 "" 44 1704 "" 0 0 ""' 0 0 d 1C 37.0 0 0 0 0 "" 0 0 "" 0 0 e 0.0 0 0 0 0 0 0 "" 0 0 f 10.0 0 0 "" 0 0 "" 0 0 "" 0 0 7 V*dwA and North 20.9 0 ""' 0 0 "" 0 0 0 0 0 glass dons NEMW 39A 0 ""' 0 0 "" 0 0 "" 0 0 "" 0 C *9 EMI 70.9 19 "" 1034 60 "" 3792 0 "" 0 0 "" 0 SEISW 47.4 0 ""' 0 0 "'" 0 0 "" 0 0 "" 0 South30.4 0 "" 0 0 "" 0 0 0 0 "" 0 Floc[ 0.0 0 "" 0 0 "" 0 0 ""' 0 0 "" 0 8 Other dons 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 o.o o.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 148 4.6 2.1 173 797 356 75 346 154 0 0 0 0 0 0 exposed b 12C 2.9 1.9 14 40 27 16 46 31 0 0 0 0 0 0 wale and c 13C 32 12 0 0 0 0 0 0 0 0 0 48 151 56 parfitiorrs 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 Ceirgs a 16G 1.1 1.4 144 152 200 261 276 362 90 95 125 78 82 108 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 24 622 0 14 350 0 0 0 0 6 156 0 (role: roan b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perirleter 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 IrAltation a 21.5 6.9 19 4081 131 60 1289 414 0 0 0 0 0 0 13 Subtotal bss-6+8...+11+12 "" 2722 "" "" 4601 "" "" 95 389 "" Less extra heating "" 0 "" "" 0 '"" "" 0 "" "" 0 Less transfer "" 0 "" "" 0 " ' "" 0 ""' "" 0 0 14 n� 10° 270 "" 10° 460 "" 10° 10 "" 1 15 Total Ides a 13+14 ZW I - 1 5061 "" "" 105 "" "" 4M 16 Ind. gains: People @ 300 0 "" 0 1 - 300 0 "" 0 0 "" 0 Appl. @ 1200 0 ""' 0 0 0 0 0 0 "" 0 17 Subbot RSH galn=7+8.+12+16 "" "" 17 0 _ 5 _ 1 _ 164 Lewdemal odofing ss "" ""' ..» «« "" «« "" «« „„ «« "�" .... ,,, 0 0 Letransfer ss ""' ""' 0 ""' 0 0 Cooing redistribution 0 "" "'- 0 "" "" 0 "" ~~ 0 18 Dud gain 10 "" 175 10 "" 505 10% "" 12 1 "" 16 19 Total RSH gain-(17+iBrPL.F 1.00 "" 1923 1.10 5559 1.00 "" 137 1.00 "" 181 20 Air mq.*W (dm) -L 114 82 "" 192 238 "" 4 6 "" 16 B Printout certified by ACCA to meet all requirements of Manual J 7th Ed. We7C�17tSdit Right -Suite Residential 5.5.17 RSR26014 2006-May-1511:21:49 E:tFilestENGLF20021Stanford2000t5TANFORD2000s2293'STANFORD2000s12293.rsr Page 2 RIGHT-J WORKSHEET 0 Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 4.26.02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 J: 71h Ed. 1 Nerve of roan LAUNDRY ROOM FOYIUVIDIN KfTCHEN NOOK 14MANUAL 2 Length of exposed Wall 6.5 ft 56.5 ft 11.0 It 11.0 ft 3 Room drnensiors 6.5 x 13.0 ft 21.0 x 23.0 ft 11.0 x 20.0 ft 7.0 x 20.0 ft cl*w Cona Option 8.0 ft heat/cool 10.0 ft hastl000l 10.0 ft I heiWood 10.0 ft hwV000l TYPE OF CST HMI Area Load (Bluh) Area hoed Mt h) Area Load Mtuh) Area Load (Btuh) DPOSURE NSO Htg clg (m Htg I Cig (fe) Htg I Clg (fF) Htg I Clg (n Htg I Clg 5 Gross a 14B 4.6 2.1 0 '"" "" 565 "" "" 110 "" "" 110 b 12C 2.9 1.9 0 "" "" 0 "" "" 0 "" "" 0 w C 13C 3.2 1.2 52 ""' "" 130 ""' "" 0 "" "" 0 partitions d 0.0 0.0 0 ""' "" 0 "" 0 "" 0 e 0.0 0.0 0 "" "" 0 0 () f 0.0 0.0 0 "" "" 0 "" "" 0 "" "" D 6 V*Kbks and a 1C 37.0 " 0 0 "" 67 2476 "" 13 480 "" 47 1737 glass doors b 8C 37.0 0 0 "" 0 0 "" 0 0 "" 0 0 Heating c 9C 38.7 0 0 "" 0 0 "" 0 0 "" 0 0 d 1C 37.0 0 0 "" 23 850 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 VVindon and North 20.9 0 - 0 15 - 341 8 "" 159 1 '"" 266 glass doors NEMW 39A 0 - 0 0 - 0 0 "" 0 1 473 Coo6g ENV 70.9 0 - 0 63 - 4126 0 0 0 " ' 0 SE/SW 47.4 0- 0 0 "" 0 0 0 1 .�. 569 South 30A 0- 0 12 "" 364 5 "" im 1 Horz 0.0 0 - 0 0 "" 0 0 "" 0 0 0 8 Other doors a 11A 18.9 12.7 18 340 229 2D 378 255 0 0 0 0 0 0 b 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 1413 4.6 2.1 0 0 0 455 2097 937 97 447 2DD 63 290 130 exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 waft" a 13C 3.2 1.2 34 107 40 130 410 152 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 85 89 117 483 510 669 231 244 320 147 155 204 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 7 168 0 57 1464 0 11 285 0 11 285 0 (Note: room b 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perirrraler 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 IrdNUation a 21.5 6.9 181 397 1241 110 2363 760 13 279 90 47 1010 325 13 SubtaRal lass=6+8. +11+12 1091 "" "" 10548 "" "" 1736 "" "" 3478 Less external heating '"" 0 "" '"" 0 "" "" 0 "" "" 0 Less transfer "" 0 ""' "" 0 " ' "" 0 "" ""' 0 Heating redistrb uton "" 0 "" "" 0 "" "" 0 "" "" 0 14 Duct loss 10°/ 109 "'" 100% 1055 "" 10 OA 174 "" 103' 348 15 Total lass =13+14 "" 1201 "" "" 11603 "" - 1909 "" - 3825 "" 16 Int. gains: People @ 300 0 - 0 1 "" 300 0 "" 0 0 "" 0 Appi. @ 1200 1 - 60D 0 "" 0 1 "" 1200 0 "" 0 17 SubtA RSH gekrs7+8. +12+16 "" "" 1111 _ 7900 _ 21 0 _ 22 9 ss Leexternal 000fng "'" "" 0 .... .... .... .... Less transfer '..' "" 0 "" "" 0 "" "" 0 "' ,,,, 0 Cooling radstrbution ~~ ""' 0 "" "" 0 ""' "" 0 "" '"" 0 18 Duct gain 100A ill 109' - 790 100% "" 213 1 GOA 277 19 Total RSH g3irr=(17+18W 1.00 "" 1222 1.00 - 8694 1.00 "" 2340 1.00 - 2495 20 Air required (dm) - 46 52 - 441 373 "" 73 100 ""1 145 107 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. ,c>r_ wrsghtsvt=t Right -Suite Residential 5.5.17 RSR26014 2005-May-15 11:21:49 A 5k E:IFileatENGLE20021Stonford201K11STANFORD2000sf22931STANFORD2000sf2293rtr Page 3 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: STANFORD 2000 a.zs.oz 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 J: 71h Ed. 1 Nana of room FAMILY ROOM i4MANUAL 2 U py1 of wall 34.5 It 3 Rom dknatsions 20.0 x 14.5 It Ceirgs Corck Option 10.0 R hestfood TYPE OF CST HTM Area Load (Btuh) Area Area Area E)POSURE I NO. Htg 109 Htg I G9 Ht9 Clg Hig CI9 Htg CIg 5 Gross a 14B 4.6 2,1 345 Exposed b 12C 2.9 1.9 0 .... Ymb and c 13C 3.2 1.2 0 partitions d 0.0 0.0 0 e 0.0 0.0 0 6 Windows and a 1C 37.0 " 12 444 glass doors b 8C 37.0 " 72 2661 Heating c 9C 38.7 0 0 d 1C 37.0 0 0 f 0.0 0 0 7 V*xkms and North 20.9 0 "" 0 glass doors NEMW .4 0 "" 0 Cooing E.9 NV 70 70 84 "" 7342 «. . . SEISW 47A 0 "" 0 South 30A 0 "" 0 Horz 0.0 0 ""' 0 "" .... 8 Other doors a11A 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 2.1 251 1203 537 exposed b 12C 2.9 1.9 0 0 0 watts and c 13C 3.2 1.2 0 0 0 partitions d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 0 10 callings a 16G 1.1 1.4 355 375 492 b 0.0 0.0 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 35 894 0 (Note: roam b 19G 1.1 0.0 0 0 0 parirrnetar c 0.0 0.0 0 0 0 b displ. d 0.0 0.0 0 0 0 for slab a 0.0 0.0 0 0 0 floors) f 0.0 0.0 0 0 0 12 IrAltraticn a 21.5 6.9 84 18M 580 13 SubUDfalloss=6+8.+11+12 "" 7381 ""' «« .«. .... .... .... Less external heating "'" 0 «•• «•• ..« ..« ..» ..« «« Less transfer 14 Flasting redistribution Duct loss 100 0 738 "" 15 Total loss = 13+14 "" 8119 16 In4 gains: People @ 300 4 "' 1200 1200 0 "" 0 17 Subtot RSH gaen=7+122+16 "" "" 10151 Less external cooing ""' "" 0 Lass transfer "" 0Coolng redist bAm ....10°/ 0 18 Duct n "" 1015 19 Total RSH gakr-(17+18W 1.00 "" 11166 20 Air required (dm) "" 309 479 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Aftww-mQHtsoftt Right -Suite Residential 5.5.17 RSR26014 2006-May-15 11:21:49 E:tFiles\ENGLE200ZtStonfon1211001STANFORD2000s2293t.STANFORD2000sf2293.rsr Page 4 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R 109 CONMAERCE STREET, LAKE MARY, FL 327466206 Phone: (407) 831-2665 Job: STANFORD 2000 4.26.02 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 BEDROOM 4 a n n a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 20.4 16.0 0.0 BEDROOM 3 a n n a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 20.4 16.0 0.0 BEDROOM 2 a n e a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 16.0 0.0 MASTER BATH a n w a c n 0 d 1 1 90 1.0 1.0 3.0 4.0 54.4 19.0 0.0 MASTER SUITE a n w a c n 0 n 1 1 90 1.0 1.0 2.0 8.0 87.4 16.0 0.0 c n w a c n 0 d 1 1 90 1.0 1.0 2.0 8.0 54.4 44.0 0.0 a n e a c n 0 d a n e a c n 0 n a n e a c n 0 n a n e a c n 0 n d n S a c n 0 d a n S a c n 0 d a n S a c n 0 d a n sw a c n 0 d a n ne a c n 0 d MASTER WIC BATH 2 LAUNDRY ROOM FOYILIVIDIN 1 1 90 1.0 1.0 4.0 6.0 54.4 42.0 0.0 1 1 90 1.0 1.0 2.0 1.5 87.4 12.0 0.0 1 1 90 1.0 7.0 7.0 7.0 87.4 7.0 0.0 1 1 90 1.0 7.0 4.5 2.0 87.4 6.0 3.9 1 1 90 1.0 1.0 3.0 5.0 30.4 23.0 11.0 KITCHEN 1 1 90 1.0 1.0 3.0 4.0 30.4 13.0 7.8 NOOK 1 1 90 1.0 1.0 2.0 6.0 30.4 23.0 13.0 1 1 90 1.0 1.0 2.0 6.0 47.4 12.0 0.0 1 1 90 1.0 1.0 2.0 6.0 39.4 12.0 0.0 wnghtsoft Right -Suite Residential 5.5.17 RSR26014 2006rMay-15 11:21!49 E:tFiles\ENGLE200ZStanford2000\STANFORD2OOOat2293\.5TANFORD2000s2293.rsr Page 1 FAMILY ROOM a n w a c n 0 n 1 1 90 1.0 1.0 3.0 8.0 87.4 12.0 0.0 b n w a c n 0 n 1 1 90 1.0 1.0 3.0 8.0 87.4 72.0 0.0 t wrightsoft Right -Suite Residential 5.5.17 RSR26014 2006May-15 11:21:49 E:\Ries\ENGLE20021S1anford2000ASTANFORD2000sf22931STANFORD2000sf2293.rsr Page 2 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL {` bath duct to roof cap illy? Iwifan i p�rppM s 0 75 Nutone 696R 14x0 ta'd 14x6 teed 1'. 240 240 4 vt _ �,L 1.ca 4' bath duct (9 to roof cap s' tox6 fed w.'f an -light rook 50 Nutorte 763RLNF t®,� 12x6 =.cd 103 _. g 0x4 l.ed S , � a4xle �lacd ]� 40 tox6 80l.cd \ (@--10 10 rap Ir ^ 20 _ ~ 1° t°xto ° 42`l42 A!C SLAB BY BLDR MIN FROM WALL 14x6 teed Q Wx6 t.cd 145 s`. M S 24x20 rap r ® - 4' dryer duct 14x6i 1eca to roof cap w/dryer vent box t45 14x6 ilecd us �t 3' bath duct to roof cap =' w/fan 4A TM V/10KV 0240V 1PH Nutone 696RNB scale d/e'=t'0' I Mdr Must have a r A* am clearance of 4 Ytches around the air herder per the State F+ww code. Alt- duct has an r'-6 WRAstlon value. 5 W J LO Z w 0 190- hc ala Smphisticc f6d Datiign SL vlmcnsiovi61 Performance, The jillill:d k-01(11 SII;1 PRO Llw!!c(l 1ijl (Aln I;l cd. Wah"inty Ald S A 11F-Til., Maill-, En hLw( o I xll I;11,iY molectioll aml 4r_ a n Fill: At Ol(, (-,!It rr I/ St ric-s All I Ill-, A pruducts Ae imd, P-IjI, I'll' (-!p %ol I C;.-Il e a Lfl�*,-Ipcue. lill"S i'xiemr- Product spUC:f;cCjt;DFIS r�j .--� 13 i , , X. 2 3 ., r tid L,13 ft Tcsfud for ExcullcrIcu Cr cm, Applicable Stmmdmrds & Cotfc!: D Pont Service Aruas- C;�Lp (Sorth), "'0 '=k.cnv13C, FL GA 03i'ZVf 01 "114s 1D:Z,1 VAA 4u1J6u1JV4 111aI.Iur �-i— ` - Xlk"M PANVEST GROUP LEI CHU ENTERPRISE CO., LTD. td. TA►GHUNG BRANCH * jr m X 9 10 4 9 it Nm 9, Rd.10, Industrial Park, Taichung C4, Taiwan Tel:886-i-359.350s Fax:896-4-35S-UA7 E-maW leach - -mt. February. 3, 3 999 SUBJECT: 1" to 3"x .120" Smooth or Ring Shank Electro-Galvanized Nail Wirc Di2tneter:.120 -q- .001" Length:.975" min., 3.016" max. Bead Diameter:.275" min., 375" max.. Thread Diameter: (ring shank) .132" min., .135" max. Ring(Inch: (ring shank) 25 min. to 29 max. Galvanization: Electro Galy. w/ 6-8 microns chromate The above mentioncd nails made for Interchsage Brand meet ASTM641-92 and are Class 1 galvanized. iv 71JC1J140.L M.1 r.e,/34 Pile'P2VS' •Pa3e.^3-1'of i _ssued: 6/15/3o0i TEST RECORD No. 1 WIND RESISTANCE T.ST: ML HOD The tests were conducted at 1 in. in six incline in accordance with the equipment and procedures az described in Protocol AA 107. Throughout the test, Observations were made the shingles. to nets the condition of The test panels were constructed of nominal 3./4 in. thick plywood decking material and measured 5o in. wide by 66 in. long. Nominal 2 by 4 in. dime33ioual lumber provided the support and rigidity required for handling. The Plywood was secured to the support lumber With ad nails. One layer of Ubdezwriters Laboratories Classified Type 30 asphalt saturated felt (ASTM D226, Type 11) 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 (so :�-15-F) and in a maser recOmmended by the Manufacturer. The panels were maintained at an incline of one vertical& inch for each rix 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 taba 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 Orange of 135'F to 1404F 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 tes results. t yielded unsuccessful RYSMTS 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 rest full shingle from lifting nor 2) any free portion of a shingin say le lift so as to ctaad upright; or bend back on itself. Report by: Martin X Rowan I Sr. Project Engineer MR/DM :lib DMS Reviewed by; r Douglas C Miller Engineering Group Leader TAMKO@ NO.IS IlL o„A Asphalt Saturated Organic Felt I-w- TAMKO" NO. 15 UL felt features a premium quality TAMKO organic felt (non -perforated) that is saturated with asphalt Accepted for use as an undedayment felt to be applied over the deck prior to the installation of TAMKO asphalt shingles. Underwriters Laboratories Bunt -Up Z Type 15 Law ASTM D 226, Type I R041 Dimens!" Coverage per roll Laying Lines *M vWtx= "Mad as nomad 144'X 3W 4 Squares 20, 8-1/20,11-1/4o, I FA CAUTION: The National Institute for Occupational Safety, and Health (NK)SH) has conducted that fumes of heated asphalt are a potential occupational carcinogen. Do not heat or bum this product ROOFING. PRODUCTS, 'MA40*is It #00WOmd ba*wtw* ci V"o P'M* ft0&M16 JML Visit our Web Site at www.temko.com ow2wi L4h-MM L)LStkg NOMMOM Distrid 220 West 4th SL. J**I. L40 45M Tamko Dr.. Freftrk*, MD 64W1 800-641-4691 SOUffmMst DIL16=1 2300 351h 3L. Tuscak)ou, AL 21701 35401 800,-4e6.2055 800-229-M58 Southwest District Westem District 7910 s. Central Exp., Ddkm TX 75218 800-443-I&-j4 5300 East 43rd Ave., Denver, Co ame 8oa-s. g68 WATER-RESISTANT UNDERLAYMENTS Water resistant undeizyment is a product that coasfsts of organic felt imoae;nated with asphalt satanaL Some �dcdzjlnrng such as CertainTeed's Roofers' Select, also contain a fiber glass rein - for -cement which increases tear strengrh and reduces wrinkling Water-resstanrundetdayment.was origins invented to keep the roof decking dry until shingles could be applied Appiying this under- lavment was originally called "drying -in the root- It Was also useful as 1 separation sheet between the roof sheathing boards (before OS8 and plywood sbeem.were used as roof deckaag) and the asphalt shin- gles This Was hnpo=nt.bec ausi•r=va pwckets.in the pine planks caused the asphalt to.degtade piematurtdp unless the undedayment separated the resin and asphalt from each 'othet Waite -resistant undedaymenris made to .shedmost of the weer that falls ou it unless it is torn or ptwtmred: Its ability to be water- resistant is temporat9 As the sun degradesthe exposed isphalt the : '_matcz�ah.begin to dil absorb more -moisture. Iose its su=gtb and ;t::eveatmlly.begin to teat The less asphalt used to saturate the under- 7?ymeflt sheet during ranua6miing, the shorter its.life. Since asphalt Lsthe7a°sr +E•wmponent:oCslimgle ten 1 � Prime materials Willlmm less asphalt and a sharta life whet exposed to the sun Loveer PXI shingle umde daymen4 for the same reason, is also subject iD severe wrinkling when it'gets vet or eves just damn. Uadcrizvtaea ;s used under asphalt shingles fora variety of reasons, • such �as :providing • Barkup for-valer-sbedding Protection 'of the deck if shingles'fall fr°m.�vi°d-dzr.1be lower the slope, the more important underpayment is, since ,rat'r.flows more easily undo_ shingles on low siopts....:. •: • A protective b=txierlo the -dements be_hveen the time.the old shingles bave.been torn. of 2M-prior to the new. shingle being applied Bowevety.the undm*luent sbould not be relied on as a temporary roof Syste; esPec'pl wwben the drip edge flashing is not vet in place: ]t is'6ffi eip 1"revent lealdng.in the event of beavy wind and rain. ` An agent to hide minor imperfections of the decking mate and reduce "picture Naming- of declt panels + Fur ratings (Class A or Q when. used in conjunction with sbinzles. INSTALLATION GUIDELINES FOR WATER-RESISTANT UNDERLAYMENTS The following is a general guide for the insLallaBon of grater -resistant shingle anderlaytnent These guidelines can be used regardless of the wefeht of the unde.-iaimM However, alW2ys be sure to consider the local codes. OVERNIGHT EXPOSURE If underiayment has been exposed overnight, moisture from dew should be allowed to completely drT before shingling over: If this does not happen, the moisture will become trapped beneath the shingles. Wrinkling can telegraph dwongh the shingle and make a good shingle job look terrible. The worse part is that, the job can look good when you leave in the evening but the wrinkles can reappear the nest morning when the homeowner will notice them. Thile we've diseased undedayment being exposed overnight, it is highly recommended that the roofiag contractor only tear off what he can shingle over that same day. This prevents the mor► common underlayment in_sta.11ation problems. FASTENER TYPE. CereafnIhed recommends using nails rather than staples iWriLs provide more resistance against undedaymeat tear out It is very important, whether hand nailing or using a pneutnatiC gut, that the fasteners be driven Bush. INSTALLATION METHOD. When aPPB tmderlaymettt the key is to keep the product as. wrinkle free as possible. 1. unroll the underiayment parallel with the eaves. The ewes edge of the underiayment should go OVER the drip edge ewes flashing, but go UNDER the drip edge fl2shing.along.the rake - Figure 5-1: ApAlving Water -Resistant Vn&w ,, e .!long rue scuesAnd RaF,e r J The type of decking ma:en*al used m.-v u:.`luence the boring power of the fasteners. Your experience mas, Here :ore indicate tbat more fasteners are r-ecassary in some suuatiorrs. S097te T'pS... For steep root Dit:bes above .-::,7 eonsi,a'er adding a tbir d row of ;-asteners, makdns each row o" apart instead of 12. apart. Dennis :orback Byrn Fulton, KS tell us: "I aivays use Plasti Top nails or felt, it resists tearing under foot and has held up during an une-pec:ed storm with bigb winds. " 2. Around the perimeter of the underlaytnent, place the nails approximately 6 inches apart and about I inch in from the edge - In the main area of the underiz-iment, 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 for in fact 12' from the upper edge). This nicely separates the 36" aide undetlarment sbem into thirds. Nail along these two rotes 12-15" apart. Nail placement should be alternated so that one row places the nail opposite the open area of the fist, creating a sort of zigzag pattern. This will result in a simple pattern with all nails being approximately 12-15' apart. (See tips above.) WARNING When installing undeemment wbere hot cent stacks protrude (from wood burning stoves etc), it is important to allow a minimum 2' clearance. Check fire codes. HIGH T1 D / OVERNIGHT RECOMMENDATIONS: If planning to leave Rater -resistant underlayment exposed overnight or for a longer period of time, or if high winds are eapecied, any of the following suggestions or a combination of them can be used for addiboo:d protection: + Use cap nails or tin caps. Decrease the nailing spacing recommended above, using additional fasteners. + Nail 2xd stringers across lap areas. DEALING WITH WRINKLES AND BUCKLES Organic felts expand when wet. They tan wrinkle after being appb'ed to a wet deck or if moisture is absorbed from dew, rain, or snow. If shingles are applied over an uneven underlayment surface, some of the wrinkles may "telegraph" (show) through on the finished roof: Of course, wrinkles and buckles can also result from incorrect installation. If these problems appear, several approaches are available to eliminate therm. First, the undmiayment can be replaced- Second, Figure 3-2 Standard Nailing Pattern For Water Resistant Underlavment the wrinkles can be cut and repaired with patches and asphalt plastic 3. Succeeding courses should be unrolled in a similar manner over. cement Third, wet and wrinkled underiayment can be allowed to dry out naturally from e�osurt to the sun. As the underlaym�t dries, lapping the previous course by-2'.-Be-careful-to-raoU4t-out-strai t— �--tlte�vrinIdes-oftea—Pnti-do�w�`�d-dam as the underlayment will tend to slide down the pitch of the roof The and end up crooked. The spacing of nails in this overly area P The best solution for wrinkled underlavmmt is prevention. Applying high sty,, well -saturated felt, such as Roofers' - should be yoked. 6' a apP Y Pan, centered in the 2' area. (See tips below.) Select" Select, will eliminate many wrinkling type problems. Ask your supplier for 4. If the lengtb of the roll is not sufficient to complete the entire run, the highest quality he can obtain. Do not assume the underla}ment he stocks is the best avalla.ble. Be willing to pay more for a superior an end lap of 6" is required. We recommend two rows of nails 6" apart to hold the In ed edges in product The cost of high quality underlayment adds very little to the place. End laps should be locoed 6-8' from any other end lap that may be in the preceding cost of a job and can often be offset by the savings from reduced rework and repair.'Installers who insist on the lowest prices for underfayment course. itriderfayment are the cause of the low quality underlayment generally found in supplier warehouses. Here Are Roll out oniv 10' of underlayment at one time, stretch it, check alignment and nail into place before movrng on. Some contractors prefer to do the deck in stages applying 2-3 courses of under7armerit then inrmediuref}' applying Some TZpS.. • the shingles to that area. Using this method then, can sometimes reduce the number of fasteners used but they must work carefully to be sure the underlavment remains flat. Michael Saunde s from Bath, NY suggests, "When your newly installed felt otwrigvt. " doing a tear -off the drip edge can be reused to bold the edges of 0t�r eS! _U0'--' 09: 45 3213481661 CDLL_S RDDF 7 NG 1NC P::GE 02 05/;2/2002 14:49 14078943412 KAYC'W ORLANDC YCA IV' TABU IEW.99.2 MINIMUM WFJQIgT MATERIAL. THICK%E55 jin.) GAGE (It+) FAlloy o.o.a I Z8 ar! I 0.0179 lecamd 36 (Zinc G ) 0.0'_7 /i0 1S07 3-9-3 Drip edge. Drip edge shall be provided aI eaves and gables of shingie roofs, and overlapp-nd a minimum of 2. inches (11 mm). Eave drip edges shall ezzend 1/4 inch (6.4 mm) below shealhina and extend back on the roof a minimum of : inCbes (51 nm), Drip edge dull be mechanically fastened a mazimurn of j lr=cs (305 ri:n) on =emir. PAGE 04 Page 1 of 6 Hot Topics Submit Surcharge Stats & Facts Publications ' FBC Staff 8 Product Approval USER: Public User Product Approval Meng > Product or Application Sawr�h > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Referenced Standard and Year (of Standard) FL4668-RI Revision 2004 Approved Masonite International One North Dale Mabry Suite 950 Tampa, FL 33609 (615) 441-4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management ta S--dard ASTM E1300 http://flo" dabuilding.org/pr/pr_app_dtl.aspx?pazam=,GEVXQwtDgtAcG5vedSp/o2bbvQu... 3/28/2006 ASTM E1300 TAS 202 , Equivalence of Product Standards Certified By Sections from the Code Section 2612 HVHZ Pl Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option A 09/14/2005 10/16/2005 10/01/2005 10/19/2005 Enter(:37Y _ Entry Systems FI BERGL-ASS DOORS o e o 0 N 0 N C. N a N o N I{{I 1{` rf Vpf 'ps 0 Vpa O � pNp Ipps !pp• u�p1 S N 1's vs pN p pN p IV O fv C IV O IV O r? O 7 O O O �S C O r Cpp ? ~ g N N S S S g — r T p! S N N N N N N N N N N Y 'u=:YaS m o m m o Yi m m li7 b m Ya m Yf O Ya m 1ff m N m 117 m N Vf KI �O M Vi m Ms C G Wa L: I ea Jul z; cs is u ca ca ca ca a z; Z 5 G is z; v o'D o o Dlo�q D olglolo 0 o D o o e o 0 c c C o 0 0 0 0 o c o 0 6 N IV N N N N D O O O O O e ! ! e -- m Yf M N N N ra Vf M— Y'a Iff 1 1 vs ra N M v+ L �•^ 0 7 O® e O O O � aI O D 7 a O O a a m O D 0 O D O O OI � O O O I R v ca ca co S me L7 ij7 M C2 2 2 12 C9 n 2 se caa so 220 0 v cs ca o c� g c o m D m m mD m m mD m c ulIm m m m m m m m mammasm m a m 3; m n — w K w K m K w ,K to K w X v K m K w K t.+ 'K m •[ m K m K m K K m K K. K m K m K m K m K m K m K m K m X m K m ,K m K m K m K a K e, rr r wa �•+Ir r rIr r nlr r r r r r r r r r r r r r r•r r n r u n� W xF� �' g,i ap N —IJ J N tlrD=yIy J Nt ———zo-- — J m y N II I CD N a— e� K K K K K K K K K K K K K O T M A ti ti O 4 S d — — i 7 A O rl � 1 xCp H I x N N N N N N A1 N N m1D O Olpl 0 0 ryry p O O O O p p ••Y m'w.!y T C l I rYw.Ny K.r,K �r MFIMAUMW ssa itlumQD In mm WAS mYworms a0�101 plplwl� - saw" km we M,r<mom nrwrmuLClrllmlp► w tie wmllu ,.eaeal elmla \ \o Enterg-Tv- Entry Systems FIBERGLASS DOORS N 0 N 0 N 0 N 0 N 0 N 0 N 0 N 0 0 0 0 ci C n � — I I I = . 4 Gt 10 M1 g M q Vf Vf Ct Yf N 4 V! Y> ct Y'I V� 4 et Vim! Ct b 4 H e N o - e ~ h M M b M — 1ff O Irr N'! 1f1 - YY Yf N — M r — — — Vr rL M o o g o o If; q o o q o 0 0 oIq �W o 0 o g o 0 0 0 0 o cy o 0 M N N M l His e C � —11 c� -- 0o v v _ O c� — 0 0 ._ o ooS?v�o v_ n n' n ,Y.• R.9 m m re �r re m x C! x V! as K tD r r r m x e r m r r r r r 01 ,r C +ry S • � � 1-s � — r, ea ra � a s — e•a — rs a•s rs fD a, m rs eos � � rmi ams �C g � R l ulev e O x C o' m K m x m >r m K m K IO a a w rD rs _ $ r Oe � a m E' jq — K rJ r A r ua r K r rt r x r Or ama � T 9� ^�F$EL � � IS � A A C '► ems'! � N O � 9 r a � d O o la o K o o S 4 4 4� 0pp yy0��Mip4p�1 4 4 N 0 N 4 n�y 4 0 N = Q5N q3 = $QN_ ry f7 Q� +•• Il7eR CWDA%nn, W vA m M oft Oft" biWlniCpll- �wlttOM 4oT Qt IlAitrodt! w�Ady IPF-MDOP, DICKSON 615 446 7229 � I E—ksg-;;�f Mt-. Data Review Certifict QZfZCmte- n 3026447 This cectifes that InteTtek Testing Services- ETL-s=*o has reviewed st load first data and do=aem=on supplied by Masonite Int,!! a anal on the I lines indicated below to &-t= n the appropriate design load and impavt as Vec Pied by Mmm Dade County, Florida Protocol PA 201, PA2O2 and P The data -supplied wwreviewedforapplic,-bnityinvV port of the data • ► ■1 _ aiii /i•-s•1 /■ ■ t • • ■ t • -.w a name • _Yr_ mmuai fbrit • • • •,tPrOduCt models indicated • • •- Provided • • • _Y •1• / "t / Y I 1 • certfica.of • • it : t ce (CO•-contidned i■ the productpomformance• ,Y/: mannal specified t / _Yx•' a e• lyfasomite _ !e ,Yr Onal • (t-F.-,- mmmbezed by product a I/ • • ■t • • e: c=elillon tt •J a :t• • i Ildon',m*fbr�on amd rdtmp for design load and •1 • • M I :1• a w: • •1 of i -riiqlmle iMpaCt Line:• t t aZt F=D9019 Product Models:••• -+ •9e Steel D•• _ •1 r" 11 • Yl Yw .I. / �==m=Cy0rWnWVW=qfrhzd=subrnftmd IY . ! / I . . ps me w/ •dw Jabormries. w . d fil, and /I / .• • ..• I- . / • • or r ' ' IS SUED: le Tnrg Project Msaag� J 3026447 vcRFm sY: R The IPREMDOR DICKSON 615 446 7229 aIN c j TJ o� IQ�E ra il [;g 11 l 3, ol izi z�zlzk a.� ,)rj z! z Z�x� z J1j z z Z z IL C;'�ap q 691 o 9 0 o a piq cad 0jo — o 190 0 o v.alo o o aISIIFRRI o o v p= n m r.?cs op ool�a oo# w! otav� � `�"�1+� o ,1 oaj v�ij`�'t av .'t'r,' a� cQai(a! 'i vi'tiiI as '�,'1+'�'f co oa c 2r O iii �OIO fr O o voaa 1 o �O oa 1 o.©o�c o .aRl a o;Q am lama i m m l •'q� fHi ^'f_'/J it IJ 1 ^ _ y,rlly1 f lr r+0 IJrN�—�t�t� ��V�� .- IIci1 - �� ► r1�i^ o L7lt� ►i w [� t.� ~ 1 .��D� Ina�'� O( p. � itll � tOxt'�� C� l 4 �'�'3 �Q} ' I � Q J{ o+�e9�t X�px�1 � 1 j � �,Q� ?G l i QwJ ap V7. � � _ • i � h C r t�J I t� � � �P t�Il� 21 1 ;-j -X;-1 -ono` 01 o (o1f 10joci o j bj U �.f I Q ;0l�or"i�o� O 0 ( xl ol.xx�'�x O X: 1��zXl C 11 x !o ; O �' °'I �I i ��va� Nl q eb iit s•1' � �TI C fl 0 1 t ( j •_ _ •� 1 i —} tV� .N N_ +-oi N� tv �1 �I rr G•J N C m d a OREMDOR DICKSON 615 446 7219 'IT 111 Z Z z 1 k zZZZZlzlz l 171 zz I }Z# I a rsa to o0 oaoo 009 ool OR oaJctl oc oio aaoo as on o ]ire + { }off Ot a ra�cia 7.0 v O ra a O !? a, CO.> ; �c! to rat zN RR '0 ua R40 i�H" vio >tci olv. ri a ri >:,a ri a ��^ a a 73, ra'• vinv}v_� v_ v_f o�v_i v o v v v_ �1�.i ado 0 N fit 40 VIP t7T G�) ,� c`$, ttx�� T�7p��"c ep �7 m p7TM Q tv tv a •-I ja� 1�jt lr n J y� ��1 ''�w IYI�lI .- iiil''Ir IIVt '" Lj tA1 —j Ivi� j NiJT N rjco T�— f r�caf 1 �1 y� L L >IWO r r r t 0 o� �oIto� I � o p II i isi II 1 xi ,° O; I o Xj i Qx'+xi ` o� 01 a o I .i I of j! �l of I1 0� o I oI I! Ixlx, i x oi�f 1 1 1 I x ! j o IL ���Qjo1 q,�,�,l�''��� s of N N z nuu-co-eweinu uo-ao rn jKin rnA "A NU, qurbSfoe6q r. U?./Ud 4 N-EIV Grl%-� ss j tr Proltsslonai cnFir'srin Services for Developers and Builders of Residential Housing O P.O. go' 6994 Tliu4:viliel. FL 32793 ' Peon (407) 269. "S ' Fax C40T) 2RA-56a6 1•'.NC:Ltt}:ixs, p*rtt•F' QF1'R( nr T "FPTANr r u zn94nn 1; mq. sm Cormation 516 East Sams Ana Strut f.0. Foy 4250 .mane-I-M. Oali(omia 929034250 nF.sc i; '!'It13r' or twr r Mtadcl KNN-!Yset Secs and Titan Scrie; (CT indricaI LO.):5) hiaiimumt Overall Size: 2.1,'8" Fr= Bore with RI- Crass Bor_'•{ Z-3/8" or 2-3/4" Bac set ) Geracr:ti de4cripiiasr: al bored tape loci: £`►T� i''� ' ►' c iT I KNJU7-rt 7c;ted ro! Am-od'Ccul Test L.lbs of South Floridl. Test ptport (1212.0;-96. 0212.04.96 signed and sea.lcd by William It Mahner, 1'.1~.. WAR -IS, e. ►FE.. •;'tit} ED r4t : ` Test Lose Desi em LorOrt c i„>7in { "a'iM'r-E 3 er PA-202) passed Passed [F,'%IIgmE:LO pa.csrd pstt:ed (impacled as insr.•inQunit) Est. 67l total egzies •I:uil:sel Series pasim�e 65.0 pe 65.0•psf iding Test_ 671 total cycle-, -r":ttaZ1zc Lcta�iing Tcst Kvr;I seI'St:ries 671, total c3•cics noise 96.0 psi 86.0 p3 Titan Series posiiivc 86.0 psf $6.0 rid 1'-atig= Loading Test 671 total cyclFx Titan �trics nemi:K a 86.0 ad S6.0 cif T)4s1(:n ]'rr,.tu:e it3iin : Y.ti�iksst Series - P.ts g� Positive 65.0 pcf ,(OLTI'5WING) Lntrn• (require5•prsr:age b6h) Negative 65.0 pcf ' D•_aciixslt �;.sii ➢rssvz; katin�: 1(uilsc', ::ric5 -SssSc Positive 65.0 psf (INSWING) Enka (z quiSrs pas nt bolt) Neg Ave $6.0 psf Dcadboh 1.).-slwn 11 csPre Paling: Titan Series - Passage Positive 96 C, psf (►�"�TTSv►'1NG/ sntry (t-gtures t�asramc bolt) Negative R6.0 ps` ' LEIS WING) D:.adbolt SEE , ii+'_5'i_Al:ll,'*�f1Qi� T,'n_ANCf1U7:IhG: See reverse side this page � 'I• - 140.401AS 1. AriProo•�d to L`5C in locaatia'su adh�ir►g to the 5.13,C.C.I., 5.i.r�.C., SF.B.C. &rouard Edition and u•i,crc �tr�pr QF requiTuramts as &W-rmimd by ASCF 7 Minimum Resifts Lasds for Buildings and Other Structures dons tact cf�l pressur:, ratingr listod above. � 3. The r:;ratic Ratting of s loci: is not rtinent to strv: to-sl pcsforrnqilk =c as rcbtes to Horrica"t / Wincl Cod= Comp{ ►�` 3, M:1\' � uss�l on doors lcsl:.dto design pressures equal to or less; than (hone ahou-n above. 4 Application for building p=rnth shall be scoompastied b-y a CoPy of t: is approtiaL 9 A 199' nuu-cv-cuuc 1nu u0-as rn imin rhn rtiA nu, 4U1D01DLJ4 r, LIVul INSTALLATION OF LOC A SETS PER' TESTING Acceptance W309400 PER w►aowARE KWIKSE T SER IE� r- 1 PRWOED NOT'c• 70 3QUING INSPECTOR THESE KWIKSET AND TITAN SCHEMATICS ARE FOR FIELD INSPECTION PURPOSES AND REFLECT TESTED CONFIGURATIONS. DETAILED INSTALLATION INSTRUCTIONS ARE PACKAGED WITH THE LOCK UNIT INDIVIDUALLY, PER IQRDWARE THUMB TURN A,cNDED r f 2 t/1E uAChiNE KEYED wOOQ SCREEW, D. ATF ��1•i2I1;E PLATE KEYED WOOD scF 2 3/r or 2 3%4' STRIKE �, j B�tSE7 PLATE I Inc �'cm. WOOD SCREW --\TCH BOLT `ad 2 3/g' or 2 3%A' S 7 RRE _ f BACKSET PLATE PER IiANDLE SET wow DEAD SOLT w/ 31ir a 2 31i' BACKSET MECHANISM TO BE .,,�((Ct I Iir, VIVO maces J.ATCH BOLT W/ .21'3/tr or 2 BACnET PER HANDLE SET, LEVER or KNOB. MEC14ANtSU TO BE HANDLE SET. LEVER or KNOa, 0�( ��w �, NOTI= TO BUILDING INSPECT MECHANISMS WITHIN THE CLOT ARE OPTIONAL TO THE PRIMAF MECHANISMS SHOWN. FOR EXAMPLE: A THUMB TURN DEAD L OCk CAN BE SUBSTITUTED WITH A KrYED MECHANISM WITHOL INVALIDATING THE SYSTEM. Izte-.Zzk Tesrn- Se: -vices vaida Reif iew Certificate Certificate -3026447C .--'S ze:-;:r"J l: 11:tri:e:C iAS,, e Sz.-slc.0.s'il; Viz++�� 15 �vle�ivvII S _,(: L::c! toaC .es, . = suc documentation Suorded by ?NIasonitz:p-eMaor t-ue. for Door P706.1=, on t; e es =dicatec aeiow ►o de.e:: -�i :e :tie a_D-Drooriaze desim load and. i + 1 LZri �.... - az �Lec.ea ^v l�L,-;-Dade Counr�. iorida D P.=.�O i, p=-''� and . 70MCD'1 -J_ :• z SliTr'*.-'lie W25 revieweC. for 1zt)licability iL s'uppon of Wt data coIIta ntr4 i r+- LL _VIasoriT_''P-e=dor P-oduc: Performance Data :Manual for ie product line and c_ roc:ic: Mouels iruv.lca7-ed beioW. ^S : _ i l i E J e:o.e c,.r .: yes t^tt the test r eoorS provided a _ e c onsis- Z— W,1:411A, the Ndascui to Ce-:LT1Cate o2 Pm� � ' • � ' oiilr-11C� sl'lee'..5 (CGP sj on,a•eC L uC Prod �:L: pe=ormaace data manual sPeci :ed herein. The araeaed zsoniT--Tremdor CGP/Test Repon d'aiidaron fat: c-s (uniquely =tiered by product ;node!) provides cor_,=-! laziGL i_=;ratior, for each product model reviewed indica:na the tea Ian, repor_ Lug ,be 's , ,ro-'-c= 5i:.e and `ms-�aliation in=oruzation and ratings for desi=- load nd applicsbiiirr of the L P Miss ie i_=ac: test. -A. , ati-pEcaI ' e COP's and fiat Ices must ' bear- rue '�ccarion sza= .�. '�cc: —ia Entergy Entry Doors _ . z)cuc: Mode -is: wooa- dQe Steed Door a iatr ix =3026 4%C-001) _1'Ietal-Edge Steel Door (Iatrix T3026447C-00_) Fiberglass Door { y13� _;0?�4; e_003) -r- ''-�'--Se—Mko has no dire= L-wwied;e of :he i.esw conduced and reds made no arremar .o ve,.:.:he aCzuraC: or Cor*w^a:ess Of me tiara submitted. 7 ne review Conaucxa was only ro aere-mire riw.- ;.e rnarufa; :1rer 's Claims XY .-�► enred ir. ehe COP are Correa: re resznraaons or the data sup oiiz,: from the 1aborarori ^..'? '_ Sem v renew was ;ar,�xrurai per,,"ormanc_ re�,cirr only aru` di;: rrot incivae review of air or warer gene« adon test rer ulrs. 1SJl.b-.� f.. JirL iurzeson, P-ojec: 1r1ar..38e: APR-16-2003 WED 03:49 PM TRIM PAK FAX NO. + P. 02/12 Avr.I6. 20D3' 3334 PREMDOR DICKSON 615 446 7229 No,1918 P. 1/11 " F'!0�4.K Masonite International Corporation TECHNIC.A,L ADVISORY To: PD White Date: April 16, 2003 Ctty-ofO%iedo,Florida (4MM7-Mr; 407/977-6025 lax) From: Kenneth R Imhoff CC: D. surd (407/957.034 ft) 6r. ProjootMarAgv — ExWor Door Praduau R. Elmo (913AM-0914 tax) kim4toIIY�rmwwaiee oom 6lV441-n33 aV1= E13/333-4171 mobile 615/446.7229 tar: Subject: Air &:)Voter Performance Ptnulti on Exterior Door Units Submitted for Permuting by Engle Homed. Refb mce;Product Approval Sbed's COP-WL-MA0101-02; COP-WL-1MA0121-02 Indepantly Validsttcd under the Warnock Hersey (WE) Mark. It is our belief that the exterior door units defined under the aforementioned certificate of performance r(COP) sheets comply with the acquirement of the 2001 Florida Building Code "C), Chapter 17 (Structural Tests & Inspections). This unit was been tested in accordance wft Miami -Dade Building Code Compliance Office (BCCO) protocol iPA202 perftmm uce guidol nrs. PA202 procedures include water psi amtion in stccordance with ASTM E331 Standard Teat Methad for Water Penetration o �erivr Mndows, .Skyi'r' ts, Doors, and Curtain Walls by Uniform Static Air Pressure D ii vence A air inflItrailon in accordance with ASIM =3 - Standard Test Method for ,Determining the Rate of Air Lealazge Through Exterior WIndows, Curtain Walls, and Doors Under Spedfied Pressure Differences Across the Specimen. Masonite catified test report noted on page 2 of the COP sheet (NCTL-210-1473-1,2,3 / copy enclosed) confiraJ,s 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 coufi ms 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 tuts designed to swing in achieved an air infiltration rate of 0.18 cfm/ft'. Thank you in advance for your further review of this information & let me know if you require additional information to resolve this subject. Respe ly Submitted, $014At K, lz - .I waw ff Maeoaite/Pre,ddor Exlerior Door Products - Oat 2romdor Drive - Dicktox, Topposoee 37055 ArTek, Castlegate, Calco, Colorado, Deeot, DorFab, Butergy, B.vergreap, Johnson, ldoutorey, Oakoraft, PremVU, Rochaian Universal, Royal Mahogany Products, Spot! -Rite, 5yeeialty/Eaylite, 5toalwood APR-16-2003 WED 03:50 PM TRIM PAK FAX NO, + P. 03/12 Apr.i6. 2003 3.34PM PUGH DICKSON 616 446 7229 No,1918 P. 2/11 Premdor8nirySystem -3- NCrL-230-1973-1,2,3 (SM MUCTURA L 7TST REMnM 9ZZQ=N NO 1S fOuuwin4) r,�E OF ?g•.ALLOWED 52.7 Air Infllcati= . 1 S7 psf (25 mph) 0.02 CFM*-e 0.20 CFWFT2 5.2.3 Unlfoum Static Air Procedure Desipu Loads (30 second durations) 76.0 psiexterier Meets as stated 76.0 psf intsrior Meets as stated 52.6 Water Resistance (5.0 GP&774) WTP - 825 psi No Entry No Fary 5.2.3 Unlfortn Static Air Procedure Pull Loads 114.0 psf exterior 0.041" 0.144" 114.0 paf interior 0.124" 0.144" ST111UQ URAL TEST RWMIS SPEt:' EN NO 2§ (Owswiwe) PA."GRAI*NO_ T= OF N3MURED ALLO-wo 5.2.7 Air h llittadon 1.571psf (25 atpb) 0.03 CPMIF74 020 CFK*-e 5.2.3 Usifbm Stasis Air Procedure Des p Loads (30 second durations) '76.0,psf exterior Meets as stated 76:(psf interior Moats as stated 5 2.6 WaOrReristanee (5.0 GPH/Fr) %-M - 8.25 psf No Entry No Enury 5.2.3 Unifntsn Static Air Procedure Full Loads 114.0 psf exterior 0.051" 0.144" 114.0 psf interior 0,147" 0.144h 1-E L IM RESULTS 6PEC[MEN NO 3S flnswinr) FARA 'r.K&rHY_ , TITLE OF EST MEASURED, `4.I&O-WED 5.2.7 Air infiltration 1.57 psf(25 mph) 0.1E CFM/Fr 020 CFM/t7' 52.3 Uoiforrn Static Air Procedure De4 p► Loads (30 second durations) 76.0 psf exterior Meets as stated 76.0 psf interior Meets as $ wrted 5.2.6 Water Resistance (5.0 GPH/FT') WTP a 2.66 psf No Entry No Entry 5.2.3 Unifom Static Air Procedure Full Loads 114.0 psf exterior 0.143" 0.144" 114.0 psf intcrior 0,039" 0.144" XO or OX Glazed Outswing Unit t � �\�e ^��� APPROVED ARRANGEMENT: FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed TO" x 6'8". 1 r Test Oslo RrA CMtlkilts 13025"M /30204470; /3020447C and COMM RepeA Vaodadon Mehbl 03020447A- 001, 002.003: I302tiN7B 001.002 003/3020147C-0Ot. 002.003 ptbeWR addltlblW WOO adon - I ngabb from the IT." webaoe (www.ulounkp,ceml, the t#asonoe webob (www.meaonib com) or the Masonb technical Dow Single Door with 1 Sidelite mufmum unit On - B0- x 01' Design Pressure +55.0/-55.0 - Iirwled water uWas spedal thruiwld design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Acewt design prossum am0. Impact ressiant repWrernents for a soedlk tlWldbq dsapn and geoMphle bcilwo Is deamdned by ASCE 7•nadonal, state or local bwlding codes spedty the edition repaired. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed —see or MAD-WL-AM0016-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: mom � 00 00 0o 100 Series 1331 135 Serbs 130 Sadee an 5erla 1/2 GLASS: - N 1 11 111 �] 0o 00 a0 a 0a 10a 105 Series 106.100 Series' 120 Serbs' 12 R& 23 M 24 PA 107 Subs• 105 sodas 3W Subs Saba' MO gbas Idt may also be used M the hMlovdtq door at* Eyebrow 5-pmel woh sero0. Oakgzaft -ud.�r�. • r � u r -J �..et^' a{IYrr.•Ir Ir-� IIeeROt.ASS RNTRY DOORS +�.�Mwwu4 /Own e Sa q. 2e0a nww. Owery Own OR t0ftVA19 aMWW of a•eua WWWWAn WW awes RRcesvb.M Griyl Rid NodW OW R oje" N ea1R9• wow Raft& XO or OX y�L a�� ���\ i a 11 , r,-02. Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: 00 00 404 Sena 410 Series 109 Series 114, 120. 122 152 Series 149 Series 300 Senn Senn APPROVED SIDELITE STYLES: 129 Sarin 200 Senn 12R, 12L 23R, 23L, 450 Sena 152 series 149 Sarin 709 series 120.122 Serhs 300 Senn 24R. 24L Sella 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 con:. 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 cm, 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). 2 s � IState of Florida, Professional Engineer I Kurt Balthazor, P.E. — License Number 56533 .I.rllem..� Ft1. Test om ReMew Cadnab 1C1T"1k 1J029MT8 1302e4NC and CaP/rest 11411011 VaedtNon Maber ►30215"U- 001, 002 00$ pe2E4479-0Oi, 002, 003;1303044 1, 002 003 9revft addWW bdomadw - rt*W b tiara ON ITSWH webslb womb (www tmaord)q�i eomM j orrNs MtsoMb txMigl unbc 0 akcral t �� � t•�d�M•rlr fr�w rnaaaa.waa ar/rrtr uoorta rr..r•..+an.1.+4+, � pg�j„�„ �.�� ����,`l/.J�i%�%�Za oot Owwcat mePo of owdcr 6emewm•nt low"•deitlaa 4rge w woUue w Masonite International Corporation P Butio ear wqw a dwgt rAWtw ronc.• bo X IO or OX p�'`' \�\vV�N- 1 i Un OUTSWING UNIT WITH SINGLE DOOR & ONE SIDELITE (BOXED CONSTRUCTION) TYPICAL HINGE ATTACHMENT 1• %r 9jw MII16E Fp2 OMWE) WE am �°0°R Pok .. �I 0 I j°d,v°limo SEE INIKMI I AL AT= TYPICAL MULLION ATTACHMENT Olnw°00 GINIIaIMI SIDE LIMES ATTACHED BACK T04ACX MUST EE MINED US°W 1• x 1/r ��QpNo COARADATID "STEPHIM LOOM r ......... WAIM EACH END MAxugW AIIo r 0. NMG61DMt1AA 11 oR Ato xSriR�01A�- MM W00D 1 CCE ITEMRtnHOsrio°r1. TYPICAL THRESHOLD b SIDE JAMB ATTACHMENT _ moo,J SIDE JAAAa i A•Mm mlEW I WIAR I l'0i11W lalr m SCREWS OR IwA„yj T IF Er jIEgN TYPICAL HEADER b SIDE JAMB ATTACHMENT rMIA°ExNOW0AOQ0 d 11EWNT1 t►iu ►wail 4 / xR�J101TI w000 rnirr CA10N6OMNxi li WME STAPLES WRN t? STOP IHMNIY MwtMtWl RaooRJDINTED NiN OIIr WOOo ` SKHIita � MEIONT AaNUMIM) Ib Fd174NfIGNT OR SMAtiER • • NI TOR MEIOMTS A ORFATER TIM ro• B TYPICAL THRESHOLD b MULLION ATTACHMENT It" oft w000 1A+Yle'xT Mlirorxvnyr Stop S iIEpNT IrNraW* IMI TN r IIEIo1IT SECTION A -A TYPICAL SIDE JAMB b SIDELITE PANEL ATTACHMENT RNaER,W "m K" oRr wo°o 1 1 =E I""tHEn IGH StDLM PML I (USxrJ Lwow mm NFAo W. N1elYNrx UrI ) WoOo SCREWS ACM F com" AM %Yo LOW LWAR Ir= riRDM EACNOUTSIDE wigiy H11p,M CDRZNlP0.G INIWMIONTAI TRIM 11�WL SECTION B-B TYPICAL THRESHOLD & SIDELITE PANEL ATTACHMENT wwnswk Marary AawAUMI •�. -�% �s Vag r ��mIT M1111 W TIM 0101 ROOM CIMAM a R0026N7k 130264173, - oDAtE rmoM 11 TlCONFOta x r I3716a47C Eno COP/Tast ReTart VEYDttion Mattht h026M7A-001, 002.00$ /1026M76-0pt, 002.007; l� II ��AtYAOIM1Iir 10026A47C•001,002 = provides a°altlonal kNOlma6oR • IvOlamil tram ma ITSNNM w uslls i'aWwA6lelrlmLcwn). the maso111te weosita v ww.mmmHk.COm) Of Me masalata ttlChmw oww. 1 eWtl•�IT Ir�w �/� PREN�''�r l—.. Av WIe U17, 2cai .. a • , s Ow1 Mmgw00"'"N0'°0 g 1A~01"""�""""e'0 "'s Masonite International Corporation Nags Alq We" oer I m"a to aW41 "WA nllNeo. O�v v GLASS INSERT IN DOOR OR SIDELITE .PANEL BACK BEDDING (DOW 996 OR EQUAL) 4 SECTION A -A TYPICAL RIGID PLASTIC LIP LITE SURROUND IIV SINGLE PANE GLASS; 1/T, 3/4' OR 1' DOUBLE PANE; 3/4' OR 1' TRIPLE PANE GLASS L INSULATED 1l8' SINGLE PANE GLASS: 1/l, 3/4' OR 1' OOUBLE PANE. 'ys'Oft 1• TRIPLE PANE INSULATED GLASS 7 HIGH PERFORMANCE RIGID PLASTIC OR CELLULAR VINYL UP LITE SURROUND FOR 1/8' SINGLE PANE GLASS 1/2', 3/4. OR I' INSULATED GLASS. IB X 1.1/2' PAN HEAD SCREWS LOCATED 13.1/e' MAXIMUM FROM CORNERS AND 14-314' O.C, MAXIMUM anon 1-7119, 'Glass inserts to be sub -listed by Intertek Testing Services/EtL Semko or approved validation service. 1/8' SINGLE PANE GLASS; 1/2', 3/4. OR 1- DOUBLE PANE; 3/4' OR 1' TRIPLE PANE INSULATED GLASS PANE GLASS: AS S: 1/Y, 314' OR 1' f— DOUBLE PANE; Y TRIP OR 1' t TRIPLE PANE INSULATED GLASS yrT42t Cat# Raviow Carptitste 0="7A: A11264478: P3026447C and COPfrea Report wwwon Matrix 0=6447A-Ml. O(M 003; I30264478-001, OM t103; 17026447C-001, On OW prwAou 1"tio tal iMmmauon - araft* Irom me ITSIWH wobsW iww .ettsamko eom). me Maaonta weoaite (www.mawnite.rnm) or the Masonic hrbI" eemar. Jura 17. 2002 »..». ,,.,,,, ,.... a.J e.HY�h�I� IrM� JUNMasonite International Corporation eery a�a Me+ee wr4 rraren to orr�.nww neeea XO or OX .�\� SON Unit rNl"' A0 SINGLE DOOR WITH i SIDELITE 7 ..LP 8'8• UNIT 8'0" UNIT 13-15/1li 17-1/8' MAXIMUM ON CENTER TYP. Minimum Fastener Count • 6 per vertical framing member • 7 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. Rough Opening.O • Width of door unit plus 1/2" • Height of door unit plus 1/4" W Tea[ Doh Ravww Cerdfl= 03026447A: 030280178: 03026447C and COMM Rpon VellWtion AAatris I3026447A-0Ot. 002 1M3: I302ti4478.001, 002. 003: 0302e4t47G001, OM GM provides tttldilional bMoreetlon • availaw tram the ITSWH website Iwww.edeemlrnsoml, the Masonite 7w webslte twwwinuonihroml or the Masonih terhriw comet` Latching Hardware: - • Compliance requires that GRADE 3 or better (ANSVBHMA A1562) cylindrical and deadlock hardware be installed. • UNITS COVERED BY COP DOCUMENT 3243% 3248, 3253• or 3268 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 ) at bottom. -Based on required Design Pressure — see COP sheet for details. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include #8 and #10 wood screws or 3116" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment The 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. June 17. 200Z ov..,:,,o.' ` w" U .///`�'L�.(�/�V'/ VVL/C/ • ow'' Iwewaaaneaww.e,.,e,.rnmom soanonw,, Masonite International Corporation ~No orewr1 4ew wow r aeeee nacre eN" MEATNIERNASTER BuildiNq PmWum. Itic. Office fax 407-324-2080 407-324-0503 df I LABEL DRAWING 0 OR TYPE USED WITH PRODUCT 4 1 nd 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 GA 3/A Cont. Head And Sill Fin Mull 1900/1100/1970 1900/110011970 6 IGA 4 Installation 1100 Fin PW 1100 7 GAS 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 GAB Installation 1180 Fin HR 1180/1980/1990 12 1 GA 81A Installation 1980 Fin 3 Lite Slider 1980/1990 13 GAII GEN 0024 Block Inst. SLIDING GLASS DOOR 420/430/440 14 GA 10 GEN 0028 Wood Inst. SLIDING GLASS DOOR 420/4301440 15 GA 10/A GEN 0027 2x in Block SLIDING GLASS DOOR 420/430/440 16 GAII GEN 0450 Fin Vert. Mull Clip 1448 17 GA 12 Mull Bar Load Chart 1x4 Fig. HZ• SH 1445 18 IGA 12 A Mull Bar Load Chart 1x4 Fin Vert. SH 1445 19 IGA13 Mull Bar Load Chart 1x4 Fig. Vert. SH 1445 20 IGA14 IMull Bar Load Chart 1 x4 Fig. Vert. PW 1445 21 1 GA 14 A Mull Bar Load Chart 1x4 Fin Vert. PW 1445 22 IGA15 Mull Clip 1x4 >8 Fin Vert. Mull Clip 1445 23 IGA 18 Mull Clip GEN 0453 Fin HZ Mull Clip 1447 24 IGA19 Mull Bar Load Chart 1 x4 wAlp Fin HZ SH 1447 26 IGA 20 Mull Clip GEN 0457 Fin Vert. Mull Clip 1448 28 IGA 21 IMull Bar Load Chart 1x2.5 Fin Vert. SH 1448 27 IGA 22 1Mull Bar Load Chart 1x2.5 Fin Vert. PW 1448 28 IGA23 Mull Bar Load Chart 1x2.5 Fla. Vert. SH 1442 29 IGA24 Mull Bar Load Chart 1x2.5 Fig. Vert. PW 1442 30 IGA 25 Mull Clip GEN 0454 Fig. Vert. Mull Clip 1442 31 IGA 26 Mull Clip GEN 0459 Fig. Vert. Sill Clip 1442 32 GA 28 IMull Clip GEN 0456 Fig. HZ Mull Clip 1445 33 GA 29 IMull Clip GEN 0452 >8 Fig. Vert. Mull Clip 1445 34 GA 30 Installation FEB. HEB. Fig. SH 1450/1550/1570 FE+HE 1450/155011570 35 GA 31 linstallation FEB. HEB. FIN SH 1100/1900/1970 FE+HE 1100/1900/1970 I 1 3/4 7 --� + +n i. • L. t 144WU05srllrt 14114PIS4a Xofft NMlae/vailftel U42 14" ;,large window h-be rn,tp tot Fk;nyie w'r•duw t joc •-%. ,l to, verl*60t st•t:cttrol opo1lc0l:9ntt Wit'Vetl stricturd o004:0•ut of a. ItonSe windows. of MI f1an9r w;r,cowa. Adds 1/8 to Open"-nq. Act;, ' /y' :o W inq 1 1�, wa<• �I•A ,f I lam — — ' t � 7/► , to 111Y1fN 1erN 1►1w/IMYMa) "47 iI W""'! Ilro%r ^..1 hmpan"A M-Ucttrc ::ah Uut.nn5 wnrrl •1r14nc r*1::4•t .ir:ora i- x appl'coaa-a. AJW ' % /5' !a )P-;nr, r �• •• � r � r.w rA � 1✓LfDrr. ttelrle�� twrorw.r ,..9 q . = I.l.• MM.r 417 �• Msrfae,rllel i YNNa31 TtM te.e beaRet taN � ...vr:.. .J �• - J W. _ n•w. 1 ••�w� ... ..w. •I IF,tn lidwoo md lMMlils swim Yerlfeel TuYe *A ereetet 14" . crr,v - u.i^ i94-0 �' 71 r. I q•,.1.. :. •'ate .. wr •will 1. ., •-.r.rrtnlr; . nIr4.Nn� TOW:th�• Nr� Irl.l i.y r^yll.li^ ."dew. '• -je rIr.QA'rlll ^• •rir .N rl .'•.. lun•;e Are-; 1/01' In gDrT^:. Fin •rM 1 1/A- :o Uan•n.p. 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 �$i��A�$#$fR�=�RRRRc ffT48ff fffggqqq.,,,,,,,,, „, ��:s�@'=�!�a$$�fRfc�RRRR� gffgqaa :gagvq: d s ff"iggf I,'ism q'4fiIII q-If 111!! 1g1IVTT I MY ! ITYM C� fffi9gqMITI! 'ffiggqq'fMITI 'ggTo. qqq ggqqqq 111*18, RYis■■■.RAit.,,"RiiiaR C.Se� xC n.To� Agii? �CCCC; CC C• •• CC AReiA:: xltBisot ,Ai1lBiae Zr. rxC CCCC��-RCCCCRA "xxxxRR AxwxxIIe awwww! mtCC�a g !!!! AAAA ARRR RRRR IIag9 =t=s some -^^=.r vt AmT.Z AA p1t8� I�R Rai! 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Reeves till N Q rV W a o a .! g J �S{ r � 8 c lxRRis xxxxxx i'C9!_c liRRlsR.'iRR!! xxx xxxxrrr..rr S_S!SlSXAxxx: SaaxISO wr. rrrr RRRRRRRRRRRRRR!!vvlv!!!n!!!�'RRRRRiiii SxRR!!!!ARR!am.28RlsaARR!lSiRR rwrrr.r rrrrrrr rrrrrr rrr r rrrr! w rrxx siRR! rx nisi! i WWI hall 11ift9fil °b" � r 41A, W0 02 }� fill I IM N AI) f 1f1 o w O � a O =m a � O z� V w 4 O ` w� W0 W > g1 Lj E a b c ill $ its LLJ © w O J LL, LJ W 5 M c jjb V Ilk lCJ � n um U z 0 c.� w Rh �� +aeaeeo oaaeeo aaooeo aaoe got....nae+++.oee r .aaaa ...aeo ..one O� n.awnnow noo=aoen oa=anon e�wo lot n.aann + Mw eaa aw� aae w$ ee ZQt$ n.00nn. nwaaaw awovaw weave not xxx! �►1 8828388 a 4;' MIMI xxrx ft gill Jillll a• (r - - 111 1 wit. 1•bsilk , I Rill its �R k w tl� HIE V-.-Vccaisnf e R w+ee«+• wYSnw�Y wY2nwP'� Yrl.r� \\\\ via w+we«+e ewenee ewenmw w$-e« �_ �#� w+v�.nw+e ew4wees ewYwwe�ewtee� R \ � R�a n+eenn. -wemow rlwe«Ow weew $bit: Z 8 W* liRs 01 F. RDRRR sf-v 1 pw 4 "ww.wN, = IR Gg rZuLwu V,F V 0/ V V N FM GENERAL ALLIN M M CORP. FLANGE NORIEMAL MULLION DEMON LOAD CAPACITIES NOIiZ. EXTRUDED ALUMINUM TUBE MULLION 01443 >sH 3QE8 WHEN USED FOR MULLING TRAN=OM MULL SPANS WDW. NOT. V 53.000 61.000 74.000 80.000 90.000 96.000 106.250 26.000 197 136 81 62 40 32 22 38.375 175 119 71 54 35 26 19 50.625 165 112 65 49 32 25 17 54.625 168 111 64 48 31 25 17 55.625 168 111 64 48 31 24 17 63.000 168 110 62 47 30 24 16 72.000 tss 110 62 46 29 23 16 84.000 165 110 62 46 29 22 15 NOTEW • CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION /1445lJ5® HORIZONTALLY. • CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MUUJON SPAN OR LESS • WINDOW HECHT$ SHOWN ON "r AXIS OF CHART OEXKPIATE MEOW OF WINDOWS BELOW MULLION AND 00 NOT INC.'LIIOE TRAMSOM HEIGHT. • READ MUUJON SPAN AND WINDOW HEG HT IN DVCHES. • OESKGNN PRESSURE VALUE$ ON THIS CHART ARE IN PSF. • DESIGN LOAD CAPACITIES SHOVVN ON THIS 04ART 00 NOT =000 ANY STRENGITH OBTAINED FROM FRAME MEMBERS OF ADJACENT WINDOWS. Dmu• LM75 CALCULATIONS PBtFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 2004 REVISIONS TO THE 20M FLORIDA BUILDING CODE P tB ARED BY: unaoucr 1NDcw oLmw eolawww 11W LOINSIAN A AVE Surm 6 WINTER PARK FLORIDA =09 PHONE 407 024W4I FAX 4W =4035 CJ MMM 20%bw#- 8 01.12DI N GENERAL ALUMINUM ALUMINUM MULLION, DIE t9442 WITH NO REINFORCING BAR VERTICAL MULLION DESIGN LOAD CAPACITY CHART COMPARATIVE CHART IN DESIGN PRESSURE - PSF FLANGE VERTICAL SH SIZES WOW. WTH. > WOW. HGT. V 19.125 25.500 30.500 37.000 48.000 53.125 25.000 1062 987 987 987 987 987 38.375 410 340 321 307 307 307 50.625 216 172 158 143 133 133 54.625 169 133 122 109 99 98 55.525 160 125 114 102 93 91 63.000 107 83 75 67 59 57 72.000 70 54 49 42 36 35 $4.000 43 33 29 25 21 20 CHART APPLIES ONLY TO MULLION 1442 WHEN USED TO MULL SINGLE HUNG WINDOWS AND PICTURE WINDOWS. READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF MULLION AND FRAME ANCHORS SHOULD BE CHECKED IN EACH SPECIFIC CONDITION Dma + L1175 CALCULATIONS PERFORMED FOR THE PREPARATION OF THIS CHART COMPLIES WITH THE 20M REVISIONS TO THE 2001 FLORIDA BOILING CODE. PREPARED BY: PRODUCT TOCKWOLOGY CORP. 1150 LOUISIANA AVE., SUITE 6 WINTER PARK, FLORIDA 32799 PHONE 407 $22-63341 FAX 407 6224MM CA020140 16.Oct-03 02-OWS 211 Florida License 447946 id. • J o t 6F% to \ off o w I N o In o Q_ Z a Zvi! Z�� W} ON F- • QN z vWWi mb ooM� � F* �— oo1i=C� W= N� 0 3*, <ZWls Zwz3 _c m ?zC III III ww3ZO P ENO ORW e o. < 0 2 m Q v mMISto isw -i io �moj L m v } }<m wz W 235EWr-�! I IN I I d=< 9sW 0 8 u Z 4�yz e Zz���F�c�i< a liQ I I _ _ v W �Rs W U -------- ° 3gWa <W � o'"_ • tic. Ck:� to z=z zCL fr- OW E ��? ym �zcioz3m-a � �jj cr — 2 y =Z< Li W�� ��*�4mo—% . `� f� Mdm J mHW Z�.-NSWM1 1* In C*4 r %m OVIM al SO v � N C Q z Z zz U Jz Q O IL = C V z Q ms T O > = wM _ W L) Q ` F U W o it .-. Q m m L.L . LLI Z,CIO v O W O 3Vx m^ l c2 W m Z` ~ O w x I 2 W I LL CI 0 1!') d O 1 W lV d O O z mUJ • V 1� &----------r5----- i papal Y M < tr m z O F-- U V I N ZZ � ci oZ :D W ma N Sfi -i O HN O 1 Zm�o W� O C� O � T5 ern z w Kw �am OJ 3 O O O W esgn . J li Z$OO�' <3j-�0 Q8 W J NNW < ='in m = }Z=r E3mTN LIJ N� Mm l I N Z U� I I s� $ z L1J 62PwFmo w� I i C7 a U Z `� �ZW�� ig :5, g R z• 4f ZO��Ztr- 0 y� ex +- W5� r y am .- C4 .4 � N V I� f.+•, fN 4t O' U LLJ Ln TM ILI-t z 0 Q w J W z .a Ha � e D e D s e e o z IY F- O O W �zao�c z pq O = Y Jza = Q cr z CL a. W � r H v Vl # W Z La N Z -C QhHd 1�y?Q of W 0 qc -4Z UfiW � y O 3 o 0 e tn O Z J J W iA 0 D e Z �1 U W 0 ¢ a W r z In v 3W 3z cx L6 O y q w w U z i N O Z QN o ND W J• W 30Z =� U. ZZOn _ J WQ 3� W3� Q3 W rya �' CA0 1.0 =_ °—Z W Q�CQ i5m cio ''laj 81- dzr.tm U..4 =W f-=y'1- 0-0 O d J Z Z y z ��J �►-�..z..00 pJ =h- a�ina�N Q �•W-� QAm=OOWLE JZ4Cz0 S «. aW IQ- zy Viw CU IL W W L4 W� ►_0-(~=� jZ z � y «» J J Ix JN I.-�• n � W Z zrZugr zc ca DQyyo0vCJ J7=I.. i-ww. J z""zt)''VJ=�to Z _ H Z� H U W 0 CD Q q cu . G R U Jin 7:Q :DX 0G 1 1 zP OQ :DO ~ D QJ J J cx QU N? W W ZZ� a�J 1 � Q 1 I Op V 0 w J W � � M E Lot Number:l Jin _ _ _ Address: f � 1"v 'l Is box is for administrative purposes only and is not part of the engineering review. f I Lf 'r-:Oncator:EAST COAST LUMBER- PLANT #1 Job Reference:SF2K1 - ENGLE/SF2K1/M#9073/JACK BOBBINS P O Box 3368 Engineering Index Sheet Tampa, FL.L.33682-0055 ENGINEERING, INC. Phone (813) 972.1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06032595 03/23/2006 51 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 eets. ShDetermination 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 Speclficstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark __ 1 ____t03/23/06'lBH7 l 5 _ �03/23/06 G8_-] 9 __103!23706,_ 58D I L-13 _03/23/06i�T2__] j� 17_,03%23 O6L.. H2D _] EL 21 _ j03i23/06 GE i� 25� T03J23J06r 5108 ] �79 3%23/06 • G4 � 33 03/23/06� -MV2 ] ,._ 37 _ 193/23/06L PG3 4103/23/0fi EJ 10 45 ,�03123/06 _CJ7 J 49_ ! 03/23106 CJ3A Date Mark L.._.. 2 103/29/06�T7A ' [ 6�03123/09; SBK_] 10 03123lO6 SBE I 14_ y0 06 T2A-] r i8 iO3/23/0�6 2E-_1 22 03/23i0.fi -f A [. _26_�03—T%23/06� S10 23106 G6 ] 34 03/23T06 V4 '_] I 38 T03/23/06;1 Hj 1 42 T03+23/015 EJ7 _ 46_ j03/23T06F_CJ5 r 50 _j03/23/061CJ1 ] Date Mark L-L 03%23/06L_S7 r — - [_7 _j03/23/06y S88 _J 15�L03/23l06 �T2B I 19 03123/06 _ H2F 23 103/23/06 GE 10 L _ �27 Z03/23lO6 GE3 -] 31 03/23/06 6i9 `f 35 r03/23/0 PGi [_39 103/2 0 ,_,HJ7 43�=03123/06 ,EJ7A 1 47 _ 3/06 CJSA 51 03/2306 �CJ1A---� — t- Date Mark L_ �0� 312_/06L_ S7C [^-- 8 _T03%23/06SBC " [�1, 03/2dib6T -„_T5A t6 03/23/06�T2� E:L f � 20 03/23T06�H2G N _T03/23/0_6 S10_A ] 28 03/23/06 T3A-] ��32 j03/23l067MV4_ (_ 40 �_0 0 1_HJ7A 4! h03/23/O6I _ CJ� i 48 Index Page 1 of 1 Standard Loadina T C Live 20 psf T C Dead 15 psf B C Live 0 psf B G. Dead 5 psf Total 40 psf ANSI/ASCE 7.02 Wind Speed - 120 mph Mean Roof Ht - 15 h Exposure Catergory - B Occupancy Factor - 1,00 MWFRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer. Michael S. Magid License # 53681 Address P O Box 280055, Tampa, FL 33682 No. 5391 � ft J •L STA )NAL F Permit Number: Lot Number: 1�� ' Miscipllaneous: Address: r The information in this box is for administrative purposes only and is not pan of the engineering re . :, Truss Fabricator:EAST COAST LUMBER- PLANT #1 Job Reference:SF21<1020 - Engle/Stanford 2000 1 WO Pch/SF2K1020/M#6449 BOBBINS Tampa, FL 33682-0055 Engineering Index Sheet ENGINEERING, INC. Phone: (813)972-1135 Index Page 1 of 1 Job Number Date FBC - 2004 Chapter 16 and 23 Specification Quantity T06032605 03/23/2006 12 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional En ineering responsibilities for individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibilty of the Building Designer as defined in ANSI/TPI 1-1995, Section 2.2. Permanent files of the original Truss Specificstion Sheet are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc. (Sofware - Online Plus) Date Mark 1 103/23/061 H11 0312 V12 9 03/2 06 EJ7A Date Mark 2 03/23/06 H11A 103t23/061 V8 10 03/23/06 CJSA Date Mark 3 103/23/061 V18 7 1 03/2 V4 11 03/23/06 3A Date Mark 4 103/231061 V16 8 3/2 HJ7A 12 103/23/061 CJ1A Index Page 1 of 1 Standard_Loadino: I.G. Live zu psr T.0 Dead 15 psf B.0 Live 0 psf B.C. Dead 5 psf Total 40 psf ANSI/ASCE 7-02 Wind Speed - 120 mph Mean Roof Ht. - 15 ft. Exposure Catergory - B Occupancy Factor - 1.00 MW FRS Enclosed Notes: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Michael S. Magid License #: 53681 Address: P.O. Box 280055, Tampa, FL 33682 r i j� seta )NAL Date Sealed: 3/232006 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF ( 71 TR 200000 6 1- 2- 0 1- 2- 0 ENGLE/SF2K1/M#9073 5-4-3 ).HO 4-3 TC 1-2-0 HO 4-3 10-0-0 10-0-0 _ 1-2-0 4x4 B �xo BC 20-0-0 20-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.06 2x 4 SP42 BC 0.13 2x 4 SP-#2 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 0- 0 BC Cont. 0- 0- 0 20- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 20- 0- 0 1792 361 Hz = 110 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -D 0.06 82 C 0.00 0.06 Robbins Engineering, Inc./Online Plus'" B -M 0.04 79 T 0.00 0.04 M -0 0.04 39 T 0.00 0.04 0 -Q 0.04 38 C 0.00 0.04 Q -S 0.04 51 C 0.00 0.04 S -C 0.06 82 C 0.00 0.06 --------Bottom Chords --------- A -E 0.10 6 C 0.00 0.10 E -G 0.13 0 T 0.00 0.13 G -I 0.13 0 T 0.00 0.13 I -K 0.13 0 T 0.00 0.13 K -L 0.13 0 T 0.00 0.13 L -N 0.13 0 T 0.00 0.13 N -P 0.13 0 T 0.00 0.13 P -R 0.13 0 T 0.00 0.13 R -T 0.13 0 T 0.00 0.13 T -C 0.10 6 C 0.00 0.10 ----------Gable Webs ---------- E-D 0.02 137 C G -F 0.02 141 C I -H 0.02 139 C K -J 0.03 145 C L -B 0.03 98 C N -M 0.03 145 C P -0 0.02 139 C R -Q 0.02 141 C T -S 0.02 137 C LL Defl 0.00" in R -T L/999 TL Defl 0.00" in R -T L/999 Shear // Grain in A -E 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI L LOCK 5.Ox 6.0 Ctr-0.5 0.57 D -F 0.04 51 C 0.00 0.04 F -H 0.04 38 C 0.00 0.04 H -J 0.04 39 T 0.00 0.04 REFER TO ROBBINS ENG. GENERAL J -B 0.04 79 T 0.00 0.04 NOTES AND SYMBOLS SHEET FOR Robbins Engineering. Inc./Online Plus"' a 1996-2005 Version 18.0.014 Engineering . Porirail 3r23l2006 7:19:58 AM Page 1 Scale: 0.300" = 1' ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 145 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering MK1 TIA 1 TR 200000 6 1- 2- 0 1- 2- 0 ENGLE/SF2K1/M#9073 'OHO 4-3 HO 4-3 TC 1-2-0 10-0-0 10-0-01-2-0 4x4 B 6 2x4 / 2x4 F G 5-4-3 3x4 / 3x4 A C E sl D 3x4 3x4 3x4 W:800 W:800 R: 895 R: 895 U: 180 U: 180 BC'. 20-0-0 _. 20-0-0 ALL PLATES ARE LOCK20 Scale: 0.300" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.25 2x 4 SP42 BC 0.65 2x 4 SP42 WB 0.16 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 0- 0 BC Cont. 0- 0- 0 20- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 896 180 8- 0 1- 1 Hz = -109 C 896 180 8- 0 1- 1 Hz = 110 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -F 0.25 1311 C 0.01 0.24 F -B 0.25 1225 C 0.01 0.24 B -G 0.25 1225 C 0.01 0.24 G -C 0.25 1311 C 0.01 0.24 --------Bottom Chords --------- A -E 0.50 1176 T 0.12 0.38 E -S1 0.65 764 T 0.08 0.57 S1-D 0.42 764 T 0.08 0.34 D -C 0.50 1176 T 0.12 0.38 -------------Webs------------- F -E 0.06 320 C E -B 0.16 511 T B -D 0.16 511 T D -G 0.06 320 C LL Defl -0.09" in E -S1 L/999 TL Defl -0.17" in E -S1 L/999 Shear // Grain in A -F 0.20 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1311 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online PIUS-+Cr 1996-2005 Version 18.0.014 Engineering- Portrait 3123/2006 7:19:59 AM Pagel __j Job Mark Quan Type Span Pl-H1 Left OH Right "ineering MK1 T2 1 SP 210208 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 It •HO 4-3 HO 1-6-4 TC 1-2-0 10-0-1 7-7-14 3-6-9 4x4 B 6 2x4 2x4 L K 5-4-3 4x4 3x6 C D 3x4 /A E r„\ J S1 I H 2x4 IIP< 3x4 3x4 US 3x6 W:800 W:800 R: 944 R: 848 U: 189 U: 175 BC 21-2-8 21-2-8 - ALL PLATES ARE LOCK20 Scale: 0.291" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP42 BC 0.64 2x 4 SP42 WB 0.64 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 2- 8 BC Cont. 0- 0- 0 21- 2- 8 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load 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 A 944 189 8- 0 1- 2 Hz = -120 E 848 176 8- 0 1- 0 Hz = 118 Membr CSI P Lbs Axl-CSI-Bnd -- -------Top Chords ---------- * -K 0.26 1417 C 0.01 0.25 K -B 0.26 1333 C 0.01 0.25 B -L 0.18 1491 C 0.01 0.17 Robbins Engineering, Inc./Online P1us- L -C 0.22 1470 C 0.01 0.21 C -D 0.16 1879 C 0.02 0.14 --------Bottom Chords --------- A -J 0.51 1271 T 0.13 0.38 J -S1 0.64 852 T 0.09 0.55 S1-I 0.48 852 T 0.09 0.39 I -H 0.59 1946 T 0.20 0.39 H -E 0.31 107 T 0.00 0.31 ------------- webs ------------- K -J 0.06 328 C J -B 0.16 514 T B -I 0.23 747 T I -L 0.06 307 C I -C 0.16 638 C H -C 0.11 729 C H -D 0.64 2009 T E -D 0.12 809 C WindLd LL Defl -0.10" in J -S1 L/999 TL Defl -0.19" in J -S1 L/999 Shear // Grain in K -B 0.21 DL Defl -0.14" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI D LOCK 3.Ox 6.0-1.0 Ctr 0.88 H LOCK 3.Ox 6.0 1.0 Ctr 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1879 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- 019%-2005 Version 18.0,014 Engineering - Portrait 3r23(2006 7:19!53 AM Page 1 Job Mark uan P Type Span P1-H1 Left OH Right OH Engineering MK1 T2A1 SP 210208 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 ` 611110 4-3 HO 2-6-4 TC 1-2-0 10-0-1 5-7-14 5.-6-4 4x4 B 6 2x4 J 5x4 2x4 C D 5-4-3 3x4 A E I S1 R 3x4 3x4 4x4 3x4 W:800 W:800 R: 944 R: 848 U: 187 U: 177 BC 21-2-8 21-2-8 ALL PLATES ARE LOCK20 Scale: 0.291" = 1' Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014 A -J 0.24 1414 C 0.01 0.23 RUN DATE: 22-MAR-06 J -B 0.24 1328 C 0.01 0.23 B -C 0.38 1445 C 0.01 0.37 CSI -Size- ----Lumber---- C -D 0.44 30 C 0.00 0.44 TC 0.44 2x 4 SP-#2--------Bottom Chords --------- BC 0.76 2x 4 SP-#2 A -I 0.51 1268 T 0.13 0.38 WB 0.90 2x 4 SP-#3 I -S1 0.67 858 T 0.09 0.58 S1-K 0.41 858 T 0.08 0.33 Brace truss as follows: K -E 0.76 1645 T 0.17 0.59 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 21- 2- 8 J -I 0.05 318 C BC Cont. 0- 0- 0 21- 2- 8 I -B 0.16 509 T B -K 0.21 665 T Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 944 188 8- 0 1- 2 Hz = -130 E 848 178 8- 0 1- 0 Hz = 139 K -C 0.10 561 C C -E 0.90 1759 C E -D 0.03 194 C WindLd LL Defl -0.10" in S1-K L/999 TL Defl -0.21" in I -S1 L/999 Shear // Grain in B -C 0.24 DL Defl -0.14" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI S1 LOCK 4.Ox 4.0 Ctr 0.2 0.77 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1759 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 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW NOTES: Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7,1954 AM Pagel Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering SF2K1 T2B 1 Sp 210208 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 • 'HO 4-3 HO 3-6-4 TC 1-2-0 10-0-1 3-7-14 _ _ 7-6-9 4x4 8 6 4x4 4x4 2x4 C D H 5-4-3 3x4 ELI - E F 2x4 G Sl F N 3x4 3x4 US W:800 W:800 R: 944 R: 848 U: 184 U: 180 BC 21-2-8 21-2-8 ALL PLATES ARE LOCK20 Scale: 0.291" = 1' Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- OnlinePlus -- Version 18.0.014 A -H 0.26 1417 C 0.01 0.25 RUN DATE: 22-MAR-06 H -B 0.26 1334 C 0.01 0.25 B -C 0.16 1488 C 0.01 0.15 CSI -Size- ----Lumber---- C -D 0.77 1289 C 0.03 0.74 TC 0.77 2x 4 SP42--------Bottom Chords --------- BC 0.65 2x 4 SP42 A -G 0.51 1272 T 0.13 0.38 WB 0.45 2x 4 SP-#3 G -S1 0.65 851 T 0.09 0.56 S1-F 0.42 851 T 0.08 0.34 Brace truss as follows: F -E 0.60 137 T 0.00 0.60 O.C. From To ------------- Webs ------------- TC Cont. 0- 0- 0 21- 2- 8 H -G 0.06 330 C BC Cont. 0- 0- 0 21- 2- 8 G -B 0.16 515 T B -F 0.24 757 T Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 944 185 8- 0 1- 2 Hz = -140 E 848 181 8- 0 1- 0 Hz = 187 C -F 0.22 1087 C F -D 0.45 1415 T E -D 0.17 817 C WindLd LL Defl -0.09" in S1-F L/999 TL Defl -0.18" in G -S1 L/999 Shear // Grain in C -D 0.36 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI F LOCK 3.Ox 8.0 0.5 Ctr 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1488 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW NOTES: Robbins Engineering- Inc./Online Plus- ®1996-2005 Version 18 0.014 Engineering - Portrait 3/23/2006 7:19:54 AM Page 1 Job irk Quan Type Span Pl-H1 Left OH Right OH Engineering SF2K1 T2C 1 SP 200800 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 VO 4-3 HO 4-6-4 TC 1-2-0 10-0-1 1-7-14 9-0-1 4x4 B 4x4 3x4 5x8 C M D 6 2x4 L 5-4-3 j� I N JJ 3x6 1 3x4 0 A GR 1 11 E o 835 K sl J N U: 190 2x4 3x4 3x4 US 3x4 w:800 R: 910 U: 167 BC 20-4-8 ao o 01' 20-8-0 ALL PLATES ARE LOCK20 Scale: 0.277" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.25 2x 4 SP-#2 BC 0.63 2x 4 SP42 WB 0.30 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 8- 0 BC Cont. 0- 0- 0 20- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Reqld Lbs Lbs In-Sx In-Sx A 911 167 8- 0 1- 1 Hz = 151 I 836 191 3- 8 1- 0 Hz = 109 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -L 0.25 1345 C 0.01 0.24 L -B 0.25 1260 C 0,01 0.24 B -C 0.15 1277 C 0.01 0.14 Robbins Engineering, Inc./Online P1us- C -M 0.24 810 C 0.00 0.24 M -D 0.24 681 C 0.00 0.24 D -D 0.01 0 T 0.00 0.01 --------Bottom Chords--------- A -K 0.50 1207 T 0.12 0.38 K -S1 0.63 789 T 0.09 0.54 S1-J 0.51 789 T 0.09 0.42 J -N 0.49 681 T 0.07 0.42 N -E 0.33 59 T 0.00 0.33 ------------- Webs ------------- L -K 0.06 323 C K -B 0.16 514 T B -J 0.19 602 T C -J 0.29 781 C J -M 0.12 402 T N -M 0.18 639 C N -D 0.30 949 T E -I 0.07 220 T WindLd I -D 0.23 814 C WindLd LL Defl -0.09" in K -S1 L/999 TL Defl -0.16" in K -S1 L/999 Shear // Grain in N -E 0.28 DL Defl-0.1211 at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI D LOCK 5.Ox 8.0 1.5 1.0 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), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical is 1/2". 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 1345 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering • Portrait 3/2312006 TM55 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Riqht OH Engineering SF2K1 H2D 1 HHIP 200800 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 HO 4-3 HO 5-6-4 ` TC 1-2-0 10-4-1 10-3-15 4x4 2x4 5x8 B K C 6 2x4 J 5-6-4 ra vz H 3x6 3x4 A IGR 835 D i E S1 I U: 199 2x4 3x4 3x0 3x8 W:800 R: 910 U: 158 BC 20-4-8 m 0 M' 20-8-0 ALL PLATES ARE LOCK20 Scale: 0.293" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.44 2x 4 SP-#2 BC 0.65 2x 4 SP-#2 WB 0.33 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 8- 0 BC Cont. 0- 0- 0 20- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft-1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel' on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 911 159 8- 0 1- 1 Hz = 188 H 836 199 3- 8 1- 0 Hz = 128 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.27 1345 C 0.01 0.26 J -B 0.27 1258 C 0.01 0.26 Robbins Engineering, Inc./Online P1us- B -K 0.42 714 C 0.00 0.42 K -C 0.44 714 C 0.00 0.44 C -C 0.01 0 T 0.00 0.01 --------Bottom Chords --------- A -E 0.50 1208 T 0.12 0.38 E -S1 0.65 772 T 0.08 0.57 S1-I 0.42 772 T 0.08 0.34 I -D 0.50 81 T 0.00 0.50 ------------- Webs ------------- J -E 0.06 335 C E -B 0.16 528 T B -I 0.06 101 C I -K 0.18 439 C I -C 0.29 932 T D -H 0.07 224 T WindLd H -C 0.33 811 C WindLd LL Defl -0.08" in S1-I L/999 TL Defl -0.16" in E -S1 L/999 Shear // Grain in K -C 0.33 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI C LOCK 5.Ox 8.0 1.5 1.0 0.72 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. Max gap between edge of brg and end vertical is 1/2". 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 1345 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- 0 19W2005 Version 18.0 014 Engineering . Portrait 3/2312006 7:19:56 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF2K1 H2E 1 HHIP 200800 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 HO 4-3 HO 6-6-4 TQ1-2-0 12-4-1 8-3-15 5x4 2x4 5x8 B L c td 2x4 6-6-4 K / H N // 3x6 � 4x4 0 A :308 922 D o J S1 I U: 209 2x4 3x4 3x10 3x8 W:800 R: 972 U: 148 BC 20-4-8 m' 0 r1� P0-8-0 ALL PLATES ARE LOCK20 Scale: 0.273" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.51 2x 4 SP-#2 BC 0.74 2x 4 SP42 EX S1-D 2x 4 SP-SS WB 0.54 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 8- 0 BC Cont. 0- 0- 0 20- 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 Fa=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 972 148 8- 0 1- 2 Hz = 224 H 922 210 3- 8 1- 0 Robbins Engineering, Inc./Online P1us- A -K 0.42 1552 C 0.01 0.41 K -B 0.51 1437 C 0.04 0.47 B -L 0.18 517 C 0.00 0.18 L -C 0.18 517 C 0.00 0.18 C -C 0.01 0 T 0.00 0.01 --------Bottom Chords --------- A -J 0.59 1397 T 0.14 0.45 J -S1 0.74 707 T 0.06 0.68 S1-I 0.90 707 T 0.03 0.87 I -D 0.29 105 T 0.00 0.29 ------------- Webs ------------- K -J 0.07 397 C J -B 0.25 794 T B -I 0.26 342 C I -L 0.17 308 C I -C 0.31 967 T D -H 0.06 201 T WindLd H -C 0.54 961 C WindLd LL Defl -0.24" in J -S1 L/968 TL Defl -0.36" in J -S1 L/660 Shear // Grain in S1-I 0.46 DL Defl -0.19" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 Ctr 0.1 0.77 C LOCK 5.Ox 8.0 1.5 1.0 0.84 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Hz = 153 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd East Coast Lumber ----------Top Chords---------- Analysis Conforms To: Robbins Engineering. Inc./Online Plus' 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:19:56 AM Page 1 FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical is 1/2". 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 1552 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job _J__' Mark Quan Type Span P1-H1 Left OH Right SF2KI H2F 1 HHIP 200800 6 1- 2- 0 0 "ineering ENGLE/SF2K1/M#9073 HO 4-3 NO 7-6-4 0 0 N s O TC 14-4.-1 _ 6-3-15... 4x4 5x8 B C 6 3x4 S2 3x4 G 7-6-4 H 3x4 2- 0- 0 3x6 1.308 A D 929 r sl E U: 222 2x4 2x4 3x6 3x8 W:800 R: 917 U: 135 BC 20-4-8 ao' 0 m 20-8-0 ALL PLATES ARE LOCK20 Scale: 0.241" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.61 2x 4 SP-#2 BC 0.72 2x 4 SP42 WB 0.64 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 8- 0 BC Cont. 0- 0- 0 20- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load 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 A 918 136 8- 0 1- 1 Hz = 261 H 929 222 3- 8 1- 0 Hz = 179 Robbins Engineering, Inc./Online Plus" A -G 0.61 1237 C 0.00 0.61 G -S2 0.61 654 C 0.00 0.61 S2-B 0.35 546 C 0.00 0.35 B -C 0.38 500 C 0.00 0.38 C -C 0.01 0 T 0.00 0.01 --------Bottom Chords --------- * -F 0.63 1119 T 0.11 0.52 F -S1 0.59 1119 T 0.12 0.47 S1-E 0.72 1119 T 0.12 0.60 E -D 0.46 131 T 0.00 0.46 ------------- Webs ------------- F -G 0.08 278 T G -E 0.64 696 C E -B 0.15 208 C E -C 0.26 804 T D -H 0.07 223 T WindLd H -C 0.63 833 C WindLd LL Defl -0.11" in F -S1 L/999 TL Defl -0.15" in F -S1 L/999 Shear // Grain in S1-E 0.43 DL Defl -0.12" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI C LOCK 5.Ox 8.0 1.5 1.0 0.66 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical is 1/2". 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 1237 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 a 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: ----------Top Chords---------- FBC2004 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:19:57 AM Page 1 Job MK1 Mark H2G Quan Type 1 HHIP Span PI -Hi 200800 6 Left 1- 2- OH Right OH 0 0 Engineering ENGLE/SF2K1/M#9073 HO 4-3 0 0 So 8-6-4 N O TC " 16-4.-1 4-3-15 4x4 6x8 B C Iwo 3x4 6 H 3x4 S2 2x4 8-6-4 G V2-0- 3x4 A I 3x6 08 D 2x4 F S1 E U: 236 3x4 4x10 3x8 W:800 R: 958 U: 121 SC 20-4-8 ro o: M . _... Y0-8-0 ALL PLATES ARE LOCK20 Scale: 0.218" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.43 2x 4 SP-#2 BC 0.71 2x 4 SP-#2 WB 0.56 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 20- 8- 0 BC Cont. 0- 0- 0 20- 8- 0 WB 1 rows CLB on E -B WB 1 rows CLB on D -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 Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -G 0.43 1360 C 0.03 0.40 G -S2 0.35 1395 C 0.01 0.34 S2-H 0.25 1331 C 0.01 0.24 H -B 0.25 400 C 0.00 0.25 B -C 0.14 352 C 0.00 0.14 C -C 0.01 0 T 0.00 0.01 --------Bottom Chords --------- * -F 0.62 1217 T 0.12 0.50 F -S1 0.69 799 T 0.08 0.61 S1-E 0.71 799 T 0.08 0.63 E -D 0.49 156 T 0.00 0.49 ------------- Webs ------------- F -G 0.08 385 C F -H 0.22 707 T H -E 0.56 644 C E -B 0.04 158 C 1 Br E -C 0.27 849 T D -I 0.06 205 T WindLd 1 Br I -C 0.26 914 C WindLd 1 Br LL Defl -0.23" in F -S1 L/999 TL Defl -0.31" in F -Sl L/771 Shear // Grain in A -G 0.26 DL Defl -0.14" at S1 L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI C LOCK 6.Ox 8.0 1.5 0.5 0.55 S1 LOCK 4.0x10.0 Ctr 0.2 0.96 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 959 122 8- 0 1- 2 NOTES AND SYMBOLS SHEET FOR Hz = 297 ADDITIONAL SPECIFICATIONS. I 895 236 3- 8 1- 0 Hz = 203 NOTES: Robbins Engineering. Inc./Online Plus"' ® 1996.2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:19:57 AM Page 1 Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Max gap between edge of brg and end vertical is 1/2". 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 1395 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. M CAUTION M READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job SF2K1 Mark j G6 Quan 1 Type ENDJO Span Pl-HI 70000 6 Left OH Right OH 0 0 Engineering ENGLE/SF2K1/M#9073 NO 4-3 NO 3-10-3 TC 7-0-0 2x4 B 6x6 6, G 5x4 3-10-3 F ,y 4x4 3x6 A Ana C ED #20G-RHS-5x10 F 4x6 5x8 n ('JI W:800 HGR R:2980 R:2980 U: 592 U: 635 BC 7-0-0 7-0-0 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.472" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.42 2x 4 SP-#2 BC 0.97 2x 6 SP42 WB 0.89 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 0- 0 BC Cont. 0- 0- 0 7- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 7.0' BC V 0 10 0.0' 7.0' BC V 386 386 0.0' 7.0' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- C 2981 636 1- 8 3- 8 ** Hz = 205 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -F 0.42 3766 C 0.12 0.30 F -G 0.09 2031 C 0.03 0.06 G -B 0.05 68 C 0.00 0.05 --------Bottom Chords --------- * -E 0.97 3396 T 0.45 0.52 E -D 0.72 3396 T 0.45 0.27 D -C 0.59 1824 T 0.24 0.35 ------------- Webs ------------- E -F 0.54 1734 T F -D 0.33 1920 C D -G 0.89 2801 T G -C 0.53 2736 C C -B 0.07 73 C WindLd LL Defl -0.03" in E -D L/999 TL Defl -0.06" in E -D L/999 Shear // Grain in A -E 0.81 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 6.0 0.4 0.2 0.90 A LOCK 4.Ox 4.0 0.3 0.1 0.87 F LOCK 5.Ox 4.0-0.9-0.4 0.92 G LOCK 6.Ox 6.0-0.9-0.4 0.92 E LOCK 4.Ox 6.0 Ctr-1.6 0.93 D LOCK 5.Ox 8.0 1.0-0.6 0.89 C# RHS 5.Ox10.0-1.6-0.1 0.52 # = Plate Monitor used Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 2981 593 8- 0 3- 8 NOTES AND SYMBOLS SHEET FOR Hz = 106 ADDITIONAL SPECIFICATIONS. Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering • Portrait 323/2006 7:20:03 AM Page 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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: 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 3766 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF2K1 BH7 1*2P SP 471100 6 1- 2- 0 1- 3- 0 ENGLE/SF2K1/M#9073 Ho 4-3 HO 1-10-11 O 0 0 0 0 0 TC'� 24-0-0 7-0-0 16-11-0_- 5x6 2x4 5x6 BH6 I2 M ISJ2 C IS J6 A4 2x4 G6 H7 AO 2x4 3x8 3x10 G2 L } J3 N K8 S2 J4 x S14xl2Fg Hl L2 3x6 12-4-3 rl 6., F6 A O 2-0-OE F2 I3 Al 44 4 x 2-0-OD J: E8 i4 L3 L9 2P 3x6 E6 `' G7 L7 3x10 El F3 14 K9 MO E4 G3 3B J7 K2 K6 G L0 2 L�- AE9 H9 E J5 b6 L8 Ml � 5x6 619 x10 J9 K3 4x8 Ll LS M*:800 E5 EO E7 i:I FO F4 F7 I F9 G4 H GS H3 IO I5 F K5 S4 R:2559 W:800*2x4 2x4 I.�..F1 F5 2x4 GO G5 Sx12 H4 I1 I6 2x4 R7 3x8 U: 526 R:5140 S3 G1 G9 HS I7 JO U:1051 4x6 S5 E2 4x6 J1 Bx12 BC. 28-0-0 19-11-0 47-11-0 ALL PLATES ARE LOCK20 See * For Typical Gable Plate Size and Placement Scale: 0.136" = 1' Robbins Engineering, Inc./Online Plus- Membr CSI P Lbs Axl-CSI-Bnd Plate - RHS 20 Go, Gross Area ----------Top Chords---------- Jt Type Plt Size X Y JSI Online Plus -- Version 18.0.014 A -El 0.40 10495 C 0.27 0.13 A LOCK 3.Ox 8.0 1.4 0.7 0.92 RUN DATE: 23-MAR-06 El-E3 0.36 10393 C 0.26 0.10 A LOCK 3.Ox10.0 2.5 1.2 0.76 ++rrarrrrrrrr++ E3-S1 0.81 10415 C 0.47 0.34 K LOCK 4.Oxl2.0-0.4-0.2 0.95 * 2-Ply Truss + S1-K 0.54 10324 C 0.46 0.08 B LOCK 5.Ox 6.0 0.3-3.4 0.80 ra rrraraaaaarr• K -L 0.27 4652 C 0.04 0.23 C LOCK 5.Ox 6.0-0.3-3.4 0.80 L -B 0.24 4641 C 0.08 0.16 E2 LOCK 8.Ox12.0 0.5-0.6 0.85 CSI -Size- ----Lumber---- B -M 0.11 3265 C 0.02 0.09 E LOCK 6.Ox10.0 Ctr 1.2 1.00 TC 0.81 2x 4 SP-112 M -C 0.19 3268 C 0.02 0.17 BC 0.84 2x 6 SP-112 C -N 0.27 3507 C 0.05 0.22 40 Gable studs to be attached EX E -S4 2x 4 SP-112 N -52 0.23 3484 C 0.02 0.21 with 2.Ox4.0 plates each end. EX S4-D 2x 4 SP-112 S2-0 0.20 3567 C 0.02 0.18 CW 0.35 2x 4 SP-#3 O -P 0.19 63 T 0.00 0.19 REFER TO ROBBINS ENG. GENERAL WB 0.85 2x 4 SP-113 --------Bottom Chords--------- NOTES AND SYMBOLS SHEET FOR EX E2-E3 2x 8 SP-SS A -EO 0.82 9373 T 0.62 0.20 ADDITIONAL SPECIFICATIONS. PB --- 2x 4 SP-#3 EO-E2 0.84 9373 T 0.62 0.22 E2-S3 0.60 5737 T 0.38 0.22 NOTES: Brace truss as follows: S3-I 0.47 5737 T 0.38 0.09 Trusses Manufactured by: O.C. From To I -H 0,45 5737 T 0.38 0.07 East Coast Lumber TC Cont. 0- 0- 0 47-11- 0 H -S5 0.14 100 C 0.00 0.14 Analysis Conforms To: BC Cont. 0- 0- 0 47-11- 0 S5-F 0.22 100 C 0.00 0.22 FSC2004 E -G 0.50 2963 T 0.14 0.36 2 COMPLETE TRUSSES REQUIRED. Loading Live Dead (psf) G -S4 0.49 2799 T 0.13 0.36 Fasten together in staggered TC 20.0 15.0 S4-D 0.65 2799 T 0.13 0.52 pattern. (1/2" bolts -OR- BC 0.0 5.0 ---------- Chord -Webs ---------- SDS3 screws -OR- 20d nails Total 20.0 20.0 40.0 F -E 0.35 243 T 0.00 0.35 as each layer is applied.) Spacing 24.0" E -M 0.03 187 C 0.03 0.00 ----Spacing (In) ---- Lumber Duration Factor 1.25 -------------Webs------------- Rows Nails Screws Bolts Plate Duration Factor 1.25 EO-El 0.02 156 T TC 1 12 24 0 TC Fb=1.00 Fc=1.00 Ft=1.00 E1-E2 0.01 223 C BC 1 12 24 0 BC Fb=1.00 Fc=1.00 Ft=1.00 E2-E3 0.01 593 C WS 1 4 4 E2-A 0.85 5326 T Plus clusters of nails where Load Case # 1 Standard Loading I -K 0.04 305 T shown. Lumber Duration Factor 1.25 K -H 0.36 2541 C OH Loading Plate Duration Factor 1.25 H -L 0.05 355 C Soffit psf 2.0 plf - Live Dead From To H -B 0.31 1958 T Provide connection to bearing TC V 40 30 0.0' 47.9' H -E 0.53 3326 T for 301 Lbs Boris Reaction Bc V 0 30 0.0' 47.9' B -E 0.02 173 T Design checked for LL on BC BC V 1490 17490 7.3' CL-LB E -C 0.15 994 T per BOCA (section 1606.2.3), BC V 200 200 7.0' CL-LB C -G 0.05 360 T IBC/IRC-2003,and FBC 2004 TC V 144 144 7.0' CL-LS G -N 0.05 420 C (section 1607.1), 20.0 paf. G -O 0.06 482 T Design checked for 10 psf non- 0 -D 0.41 3586 C concurrent LL on BC. Plus 6 Wind Load Case(s) D -P 0.01 170 C WindLd Prevent truss rotation at all Plus 1 UBC LL Load Case(s) bearing locations. LL Defl -0.22" in S4-D L/999 Refer to Gen Det 3 series for Checked for NonConcurrent 200 TL Defl -0.41" in E2-S3 L/999 web bracing and plating. Lbs Moving Point Load applied Shear // Grain in S1-K 0.13 Wind Loads - ANSI / ASCE 7-02 at Panel Points and Mid -panel DL Defl -0.31" at S3 L/999 Truss is designed as a Main on BC Wind -Force Resistance System. Plates for each ply each face. Wind Speed: 120 mph it React Uplft Size Req'd PLATING CONFORMS TO TPI. Mean Roof Height: 15-0 Lbs Lbs In-Sx In-Sx REPORTS: SBCCI 9761 Exposure Category: B A 5140 1051 8- 0 3- 1 ROBBINS ENGINEERING, INC. Occupancy Factor : 1.00 Hz = -301 BASED ON SP LUMBER Building Type: Enclosed D 2560 526 8- 0 1- 8 USING GROSS AREA TEST. Zone location: Exterior Hz = 294 Plate - LOCK 20 Go, Gross Area TC Dead Load 7.0 paf Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:19:46 AM Page 1 of 2 Job MK1 Mark BH% Quan Type Span P1-H1 Left OH Right OH 1*2P SP 471100 6 1- 2- 0 1- 3- 0 E►igineeritrg cont. ENGLE/SF2K1/M#9073 BC Dead Load 3.0 Psf Max cosh. force 10495 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.i!EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online PlusTM 01996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:19:46 AM Page 2 of 2 Job SF2K1 Mark T7A Quan 1 Type Span SP 471100 P1-H1 6 Left OH 1- 2- 0 Right OH 1- 3- 0 Engineering ENGLE/SF2K1/M#9073 HO 4-3 HO 1-10-11 0 0 p O M N 0 TC "4 24-0-0 7-0-0 16-11-0_. 0 6x6 5x6 8 C 2x4 / 3x6 L M 2x4 3x8 6 3x8 N S2 4x12 K 3x8 3x4 12-4-3 Sl FF O 2-0-OE 2-0-OD 2x4 J 5x6 3x6 D EE 5x6 3x4 3x8 GG A T P V SPL Z 88 X G 2- 0- 0 S3 F as 2x4 2x4 5xl6 4x84x8 W:800 CS10 DD R E H R:2358 W:800 2x4 S 6xl6U Q 2x4W 6x16 AA CC 2x4Y U: 416 R: 23W 2x4 2x0 SPL U: 405 2x0 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10- 4- 0 5- 9- 0 11- 3- 0 19-11- 0 BC im 8-8-0 i 39-3-0 o' 47-11-0 ALL PLATES ARE LOCK20 Scale: 0.137" = 1' Robbins Engineering, Inc./Online P1us- J -S1 0.62 7814 C 0.46 0.16 B LOCK 6.Ox 6.0 0.4-3.8 0.92 S1-K 0.94 7736 C 0.68 0.26 C LOCK 5.Ox 6.0-0.7-3.1 0.75 Online Plus -- Version 18.0.014 K -L 0.45 4066 C 0.11 0.34 FF LOCK 3.Ox 8.0 1.4-0.7 0.83 RUN DATE: 22-MAR-06 L -B 0.56 4041 C 0.10 0.46 E LOCK 6.Oxl6.0 Ctr-0.5 0.99 B -C 0.79 2675 C 0.11 0.68 G LOCK 5.0x16.0 Ctr-0.5 0.87 CSI -Size- ----Lumber---- C -M 0.41 2803 C 0.04 0.37 S3 LOCK 4.Ox 6.0 Ctr 0.2 0.81 TC 0.94 2x 4 SP-#2 M -N 0.17 3084 C 0.07 0.10 EX A -S1 2x 4 SP-SS N -S2 0.17 3041 C 0.06 0.11 BC 0.92 2x 4 SP-SS S2-FF 0.28 3104 C 0.06 0.22 REFER TO ROBBINS ENG. GENERAL EX S3-D 2x 4 SP-#2 FF-O 0.24 58 T 0.00 0.24 NOTES AND SYMBOLS SHEET FOR WB 0.67 2x 4 SP-113 --------Bottom Chords--------- ADDITIONAL SPECIFICATIONS. EX E -K 2x 4 SP-#2 A -DD 0.91 6541 T 0.56 0.35 EX D -0 2x 6 SP-#2 DD-E 0.92 6632 T 0.57 0.35 NOTES: SL 0.15 2x 4 SP-#3 E -H 0.79 4636 T 0.40 0.39 Trusses Manufactured by: H -G 0.63 2804 T 0.24 0.39 East Coast Lumber Brace truss as follows: G -S3 0.57 2710 T 0.23 0.34 Analysis Conforms To: O.C. From To S3-F 0.78 2710 T 0.45 0.33 FBC2004 TC Cont. 0- 0- 0 47-11- 0 F -D 0.93 2411 T 0.18 0.75 OH Loading BC Cont. 0- 0- 0 47-11- 0 -------------Webs------------- Soffit psf 2.0 WB 1 rows CLB on K -H DD-EE 0.05 343 C Provide connection to bearing WB 1 rows CLB on B -G EE-E 0.17 559 T for 303 Lbs Horiz Reaction WB 1 rows CLB on G -M E -J 0.06 352 C Design checked for LL on BC WB 1 rows CLB on FF-D E -K 0.59 3220 T per BOCA (section 1606.2.3), Attach CLB with (2)-10d nails K -H 0.33 1387 C 1 Br IBC/IRC-2003,and FBC 2004 at each web. H -L 0.24 297 C (section 1607.1), 20.0 psf. H -B 0.67 1815 T Design checked for 10 psf non - Loading Live Dead (psf) B -G 0.13 284 C 1 Br concurrent LL on BC. TC 20.0 15.0 G -C 0.26 823 T Prevent truss rotation at all BC 0.0 5.0 G -M 0.11 293 C 1 Br bearing locations. Total 20.0 20.0 40.0 M -F 0.07 241 T Wind Loads - ANSI / ASCE 7-02 Spacing 24,0" F -N 0.13 248 C Truss is designed as a Main Lumber Duration Factor 1.25 F -FF 0.15 492 T Wind -Force Resistance System. Plate Duration Factor 1.25 FF-D 0.65 3182 C 1 Br Wind Speed: 120 mph TC Fb-1.15 Fc=1.10 Ft=1.10 D -O 0.01 154 C WindLd Mean Roof Height: 15-0 BC Fb-1.10 Fc=1.10 Ft=1.10 -----------Sliders------------ Exposure Category: B g =Y� A -GG 0.15 493 T Occupancy Factor : 1.00 Building Type: Enclosed Plus 6 Wind Load Case(s) LL Defl -0.71" in E -H L/786 zone location: Exterior Plus 1 UBC LL Load Case(s) TL Defl -1.24" in E -B L/451 TC Dead Load 7.0 psf Plus 1 BC LL Load Case(s) Shear // Grain in GG-DD 0.33 BC Dead Load 3.0 psf DL Defl -0.63" at E L/891 Max comp, force 7814 Lbs Checked for NonConcurrent 200 Hz Disp LL DL TL Quality Control Factor 1.00 Lbs Moving Point Load applied Jt D 0.28" 0.20" 0.48" at Panel Points and Mid -panel FABRICATOR NOTES: on BC Plates for each ply each face. 1. EAST COAST LUMBER 6 SUPPLY PLATING CONFORMS TO TPI. MAURICE A. SHASHOUA, Jt React Uplft Size Req'd REPORTS: SBCCI 9761 P.E.#EB5251 6 19554 Lbs Lbs In-Sx In-Sx ROBBINS ENGINEERING, INC. 5285 ST. LUCIE BLVD. A 2351 406 8- 0 2-12 BASED ON SP LUMBER FORT PIERCE FL. 34946 Hz = -302 USING GROSS AREA TEST. 2. !!!CAUTION!!! READ "SCSI-B1 D 2358 416 8- 0 2-13 Plate - LOCK 20 Ga, Gross Area SUMMARY SHEET" BEFORE Hz = 295 Plate - RHS 20 Ga, Gross Area HANDLING , INSTALLING 6 Jt Type Plt Size X Y JSI BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd A LOCK 3.Ox 8.0 2,9 1.5 0.96 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- A LOCK 5.Ox 6.0 6.9 2.8 0.97 FOR: 1-JACK NAILS. GG-EE 0.52 7231 C 0.23 0.29 S1 LOCK 4.Oxl2.0 0.1-0.2 0.99 2-TBRACE. 3-BEARING BLOCK. EE-J 0.72 7762 C 0.39 0.33 K LOCK 3.Ox 8.0-1.8-0.9 1.00 4. DESIGNER: JLW Robbins Engineering, Inc/Online Plus- 01996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7 19:47 AM Page 1 Job MKl Mark S%B Quan 6 Type SP Span 471100 P1-H1 Left OH 6 1- 2- 0 Right 1- 3- OH 0 Engineerbrg ENGLE/SF'2K1/M#9073 HO 4-3 HO 1-10-11 b 0 0 N 0 M O O TC 11 24-0-0 7-0-0 16-11-0 6x6 5x6 8 C 2x4 3x6 M N SPL 5x6 6 5x8 0 4x12 L 12-4-3 S1 2x4 2-0-OE X 6x6 2-0-OD P 3x6 3x6 J 5x6 3x8 A E 2- °- ° SPL U W S G S2 F D I 6x16 2x4Q 4x8 3x8 7x8 W:800x4 c 2x4 H R:2334 W:800 3 2x4R 6.16 V 2x4X 2x4T S3 U: 415 R:2293 2x4 2x4 4x8 U: 406 2x4 2x4 16- 9- 0 11- 3- 0 19-11- 0 BC 8-8-0 39-3-0 47-11-0 ALL PLATES ARE LOCK20 Scale: 0.136" = 1' Robbins Engineering, Inc./Online Plus- S1-L 0.89 7473 C 0.64 0.25 P LOCK 6.Ox 6.0-0.5-0.6 0.99 L -M 0.44 3980 C 0.11 0.33 E LOCK 6.Oxl6.0 Ctr-0.5 0.97 Online Plus -- Version 18.0.014 M -B 0.55 3957 C 0.10 0.45 S3 LOCK 4.Ox 9.0 Ctr 0.2 0.90 RUN DATE: 22-MAR-06 B -C 0.76 2611 C 0.10 0.66 C -N 0.44 2800 C 0.04 0.40 CSI -Size- ----Lumber---- N -0 0.69 3137 C 0.06 0.63 REFER TO ROBBINS ENG. GENERAL TC 0.89 2x 4 SP-#2 0 -P 0.87 3078 C 0.25 0.62 NOTES AND SYMBOLS SHEET FOR EX A -S1 2x 4 SP-SS --------Bottom Chords--------- ADDITIONAL SPECIFICATIONS. EX 0 -P 2x 4 SP-SS A -I 0.86 6384 T 0.55 0.31 BC 0.86 2x 4 SP-SS I -E 0.86 6463 T 0.55 0.31 NOTES: EX S2-D 2x 4 SP42 E -H 0.76 4521 T 0.39 0.37 Trusses Manufactured by: WEI 0.99 2x 4 SP-#3 H -S3 0.60 2750 T 0.23 0.37 East Coast Lumber WG --- 2x 4 SP-#3 S3-G 0.60 2750 T 0.23 0.37 Analysis Conforms To: G -S2 0.60 2710 T 0.23 0.37 FBC2004 Brace truss as follows: S2-F 0.77 2710 T 0.45 0.32 OH Loading O.C. From To F -D 0.65 280 T 0.00 0.65 Soffit psf 2.0 TC Cont. 0- 0- 0 47-11- 0 -------------Webs------------- Provide connection to bearing BC Cont. 0- 0- 0 47-11- 0 I -J 0.04 292 C for 303 Lbs Horiz Reaction WEI 1 rows CLB on B -G J -E 0.15 481 T Design checked for LL on BC WEI 1 rows CLB on G -N E -K 0.06 352 C per BOCA (section 1606.2.3), Attach CLB with (2)-10d nails E -L 0.97 3053 T IBC/IRC-2003,and FBC 2004 at each web. L -H 0.99 1335 C (section 1607.1), 20.0 psf. H -M 0.25 299 C Design checked for 10 psf non - Loading Live Dead (psf) H -B 0.67 1765 T concurrent LL on BC. TC 20.0 15.0 B -G 0.14 280 C 1 Br Prevent truss rotation at all BC 0.0 5.0 G -C 0.24 774 T bearing locations. Total 20.0 20.0 40.0 G -N 0.11 277 C 1 Br Wind Loads - ANSI / ASCE 7-02 Spacing 24.01, N -F 0.07 245 T Truss is designed as a Main Lumber Duration Factor 1.25 F -0 0.24 520 C Wind -Force Resistance System. Plate Duration Factor 1.25 F -P 0.90 2833 T Wind Speed: 120 mph TC Fb=1.15 Fc=1.10 Ft=1.10 D -P 0.36 2213 C WindLd Mean Roof Height: 15-0 BC Fb=1.10 Fc-1.10 Ft=1.10 Exposure Category: B LL Defl-0.6011 in E -H L/937 Occupancy Factor : 1.00 TL Defl-1.121, in E -H L/500 Building Type: Enclosed Plus 6 Wind Load Case(s) Shear // Grain in 0 -P 0.36 Zone location: Exterior Plus 1 UBC LL Load Case(s) DL Defl-0.6311 at E L/882 TC Dead Load 7.0 psf Plus 1 BC LL Load Case(s) Hz Disp LL DL TL BC Dead Load 3.0 psf it D 0.2611 0.191, 0.4511 Max comp. force 7551 Lbs Checked for NonConcurrent 200 Quality Control Factor 1.00 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. FABRICATOR NOTES: on BC REPORTS: SBCCI 9761 1. EAST COAST LUMBER 6 SUPPLY ROBBINS ENGINEERING, INC. MAURICE A. SHASHOUA, Jt React Uplft Size Req'd BASED ON SP LUMBER P.E.#EB5251 6 19554 Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. 5285 ST. LUCIE BLVD. A 2293 407 8- 0 2-11 Plate - LOCK 20 Ga, Gross Area FORT PIERCE FL. 34946 Hz = -302 Plate - RHS 20 Gat, Gross Area 2. !!!CAUTION!!! READ 11BCSI-B1 D 2334 415 8- 0 2-12 it Type Plt Size X Y JSI SUMMARY SHEET" BEFORE Hz - 295 A LOCK 3.Ox 8.0 2.9 1.5 0.92 HANDLING , INSTALLING 6 A LOCK 5.Ox 6.0 6.9 2.8 0.88 BRACING TRUSSES. Membr CSI P Lbs Axl-CSI-Bnd S1 LOCK 4.Oxl2.0 0.1-0.2 0.96 3. SEE ATTACHED DETAIL SHEET ----------Top Chords---------- L LOCK 5.Ox 8.0-1.5-0.7 0.99 FOR: 1-JACK NAILS. A -J 0.44 7058 C 0.21 0.23 B LOCK 6.Ox 6.0 0.4-3.8 0.89 2-TBRACE. 3-BEARING BLOCK. J -K 0.70 7499 C 0.37 0.33 C LOCK 5.Ox 6.0-0.7-3.1 0.75 4. DESIGNER: JLW K -S1 0.59 7551 C 0.43 0.16 O LOCK 5.Ox 6.0 0.2 0.5 0.86 Robbins Engineering, Ina./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/23/2006 719:47 AM Page 1 Job MK1 Mark S7C Quan Type 2 SP Span 471100 P1-H1 6 Left OH Right 1- 2- 0 1- 3- OH 0 Engineering ENGLE/SF2K1/M#9073 Hp 4-3 0 HO 1-10-11 0 0 0 w 0 m 0 TC ~ 24-0-0 7-0-0 16-11-0 6x6 5x6 B C 2x4 3x6 M N SPL 5x6 6 5x8 / 0 4x12 L / 12-4-3 S1 2x4 2-0-OE K 6x6 2-0-OD P 3x6 3x6 J 5x6 3AA8 '-' E Q SPL U S 2-S CO S2 F 2x4 I 6x16 2x4 2x4 4x 4x8 3x8 7x8 W:800 2x4 H R:2326 W:800 3 2x4R 6x16 V T U: 415 R:2286 2x4 2x4 U: 406 2x4 16- 9- 0 7-_ 7-_ 0 23- 7- 0 8C 8-8-0 39-3-0 47-11-0 ALL PLATES ARE LOCK20 Scale: 0.136" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.89 2x 4 SP-N2 EX A -S1 2x 4 SP-SS EX O -P 2x 4 SP-SS BC 0.86 2x 4 SP-SS EX S2-D 2x 4 SP42 WB 0.99 2x 4 SP-N3 WG --- 2x 4 SP-83 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 47-11- 0 BC Cont. 0- 0- 0 47-11- 0 WB 1 rows CLB on B -G W8 1 rows CLB on G -N Attach CLB with (2)-10d nails at each web. Loading Live Dead (pef) 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 P1us- S1-L 0.89 7447 C 0.64 0.25 L -M 0.43 3959 C 0.10 0.33 M -B 0.55 3935 C 0.10 0.45 B -C 0.76 2601 C 0.10 0.66 C -N 0.44 2777 C 0.04 0.40 N -0 0.69 3126 C 0.06 0.63 O -P 0.86 3068 C 0.25 0.61 --------Bottom Chords --------- A -1 0.86 6361 T 0.55 0.31 I -E 0.86 6441 T 0.55 0.31 E -H 0.74 4501 T 0.38 0.36 H -S3 0.59 2736 T 0.23 0.36 S3-G 0.58 2736 T 0.23 0.35 G -S2 0.58 2696 T 0.23 0.35 S2-F 0.79 2696 T 0.45 0.34 F -D 0.65 280 T 0.00 0.65 ------------- Webs ------------- I -J 0.04 292 C J -E 0.15 480 T E -K 0.06 352 C E -L 0.97 3049 T L -H 0.99 1333 C H -M 0.25 299 C H -B 0.67 1754 T B -G 0.14 277 C 1 Br G -C 0.24 765 T G -N 0.11 285 C 1 Br N -F 0.07 246 T F -0 0.24 519 C F -P 0.90 2824 T D -P 0.36 2207 C WindLd LL Defl -0.60" in E -H L/930 TL Defl -1.13" in E -H L/496 Plus 6 Wind Load Case(s) Shear // Grain in O -P 0.36 Plus 1 UBC LL Load Case(s) DL Defl -0.63" at E L/882 Plus 1 BC LL Load Case(s) Hz Disp LL DL TL Jt D 0.25" 0.19" 0.44" Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Jt React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 2286 407 8- 0 2-11 Plate - LOCK 20 Ga, Gross Area Hz = -302 Plate - RHS 20 Ga, Gross Area D 2326 415 8- 0 2-12 Jt Type Plt Size X Y JSI Hz = 295 A LOCK 3.Ox 8.0 2.9 1.5 0.91 A LOCK 5.Ox 6.0 6.9 2.8 0.87 Membr CSI P Lbs Axl-CSI-Bnd S1 LOCK 4.Oxl2.0 0.1-0.2 0.96 ----------Top Chords---------- L LOCK 5.Ox 8.0-1.5-0.7 0.99 A -J 0.44 7033 C 0.21 0,23 B LOCK 6.Ox 6.0 0.4-3.8 0.89 J -K 0.69 7473 C 0.37 0.32 C LOCK 5.0x 6.0-0.7-3.1 0.75 K -S1 0.59 7525 C 0.43 0.16 O LOCK 5.Ox 6.0 0.2 0.5 0.86 Robbins Engineering, Inc./Online Plus- ® 1996-2005 Version 18.0,014 Engineering - Portrait 3/23/2006 7,19:48 AM Page 1 P LOCK 6.Ox 6.0-0.5-0.6 0.99 E LOCK 6.Oxl6.0 Ctr-0.5 0.97 S3 LOCK 4.Ox 8.0 Ctr 0.2 0.75 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 303 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 pef Max comp. force 7525 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job MK1 Mark S8E Quan 1 Type SP Span 471100 Pl-HI Left OH 6 1- 2- 0 Right 1- 3- OH 0 Engineering ENGLE/SF2K1/M#9073 Up 4-3 HO 1-10-011 . 0 0 0 N TC OI OO 14 6x6 5x6 B C 2x4 M 3x6 N 3x8 6 4x8 S2 4x12 L 3x8 12-4-3 Sl O 2x4 2-0-OE K 2x4 2-0-OD P 3x6 3x6 5x6 3x8 A E HSPL 2- 0- GSPL 0 SPLF FCC D i 6x16 6x8 5x8 5x8 W:800x6 cu 2x4 R:2249 3 U: 415 W:800 R:2168 U: 406 BC'. 8-8-0 39-3-0 ... 47-11-0 ALL PLATES ARE LOCK20 Scale: 0.136" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- TC 0.83 2x 4 SP-#2 EX A -S1 2x 4 SP-SS BC 0.78 2x 4 SP-SS EX H -G 2x 4 SP-#2 EX G -F 2x 4 SP-#2 WB 0.89 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 47-11- 0 BC Cont. 0- 0- 0 47-11- 0 WB 1 rows CLB on B -G WB 1 rows CLB on G -N WB 1 rows CLB on O -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2169 407 8- 0 2- 9 Hz = -302 D 2249 415 8- 0 2-10 Hz = 295 Robbins Engineering, Inc./Online P1us- K -Sl 0.54 7010 C 0.38 0.16 Sl-L 0.83 6932 C 0.56 0.27 L -M 0.40 3765 C 0.10 0.30 M -B 0.52 3745 C 0.09 0.43 B -C 0.71 2507 C 0.10 0.61 C -N 0.62 2633 C 0.14 0.48 N -S2 0.45 2943 C 0.05 0.40 S2-0 0.29 3021 C 0.06 0.23 O -P 0.25 57 T 0.00 0.25 --------Bottom Chords --------- A -I 0.78 6021 T 0.52 0.26 I -E 0.78 6086 T 0.52 0.26 E -H 0.60 4219 T 0.36 0.24 H -G 0.98 2593 T 0.43 0.55 G -F 0.99 2659 T 0.44 0.55 F -D 0.54 2314 T 0.09 0.45 ------------- webs ------------- I -J 0.03 235 C J -E 0.11 354 T E -K 0.06 357 C E -L 0.89 2800 T L -H 0.85 1219 C H -M 0.24 309 C H -B 0.71 1609 T B -G 0.11 236 C 1 Br G -C 0.21 683 T G -N 0.18 368 C 1 Br F -N 0.04 143 T F -0 0.14 443 T O -D 0.62 3031 C 1 Br D -P 0.02 150 C WindLd LL Defl -0.57" in H -G L/979 TL Defl -0.97" in H -G L/576 Shear // Grain in B -C 0.31 DL Defl -0.63" at E L/882 Hz Disp LL DL TL Jt D 0.25" 0,20" 0.45" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 8.0 2.9 1.5 0.86 A LOCK 5.Ox 6.0 6.9 2.8 0.77 S1 LOCK 4.Oxl2.0 0.1-0.2 0.90 Membr CSI P Lbs Axl-CSI-Bnd L LOCK 4.Ox 8.0-1.3-0.6 0.97 ----------Top Chords---------- B LOCK 6.Ox 6.0 0.4-3.8 0.81 A -J 0.42 6652 C 0.19 0.23 C LOCK 5.Ox 6.0-0.7-3.1 0.75 J -K 0.60 6955 C 0.31 0.29 E LOCK 6.Oxl6.0 Ctr-0.5 0.90 G LOCK 5.Ox 8.0 Ctr-0.5 0.87 F LOCK 5.0x 8.0 0.5-0.5 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 302 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. 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 pof Max comp. force 7010 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus- 01996.2005 Version 18.0,014 Engineering • Portrait 3/23/2006 7:19:52 AM Pagel Job SFZKI Mark S8D Quan 1 Type SP Span 471100 P1-H1 6 Left OH 1- 2- 0 Right OH 1- 3- 0 Eirgineerirrg ENGLE/SF2K1/M#9073 NO 4-3 HO 1-10-11 0 0 0 0 N O � O TC'� 22-0-0 11-0-0 5x6 2x4 5x6 H M C 3x8 S2 3x10 3x8 6 L N 4x12 11-4-3 2x4 S1 2-0-OE K 2x4 2-0-OD 3x6 f O J 4 A 2 E SPL Q G 2- 0- 0 FSPL 5.6 31 7x10 5x8 4x8S3 6x6 W:800 :x 2x4 3x8 t R:2203 U: 415 W:800 R:2147 U: 406 BC 8-8-0 39-3-0 47-11-0 ALL PLATES ARE LOCK20 Scale: 0.136" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.85 2x 4 SP-412 EX S1-B 2x 4 SP-SS EX C -S2 2x 4 SP-SS BC 0.56 2x 4 SP-SS EX A -E 2x 6 SP-SS EX Q -S3 2x 4 SP-#2 WB 0.97 2x 4 SP-113 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 47-11- 0 BC Cont. 0- 0- 0 47-11- 0 WB 1 rows CLB on B -G WB 1 rows CLB on G -M WB 1 rows CLB on N -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Cases) Plus 1 BC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 2147 407 8- 0 2- 9 Hz = -275 D 2204 415 8- 0 2-10 Hz = 268 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- RobbinsEngineering, Inc./Online Plus - A -J 0.67 6875 C 0.44 0.23 J -K 0.77 7015 C 0.43 0.34 K -Sl 0.85 7031 C 0.54 0.31 S1-L 0.53 6949 C 0.23 0.30 L -B 0.84 3544 C 0.33 0.51 B -M 0.34 2764 C 0.05 0.29 M -C 0.47 2764 C 0.05 0.42 C -S2 0.66 2851 C 0.21 0.45 S2-N 0.80 2974 C 0.06 0.74 N -O 0.76 70 T 0.02 0.74 --------Bottom Chords --------- A -I 0.64 6265 T 0.39 0.25 I -E 0.64 6348 T 0.39 0.25 E -Q 0.56 4106 T 0.18 0.38 Q -G 0.89 2760 T 0.46 0.43 G -S3 0.83 2410 T 0.40 0.43 S3-F 0.53 2410 T 0.20 0.33 F -D 0.54 2544 T 0.10 0.44 ------------- webs ------------- I -J 0.04 306 C J -E 0.06 200 T E -K 0.04 247 C E -L 0.94 2957 T L -Q 0.97 1370 C Q -B 0.37 1178 T B -G 0.07 172 C 1 Br G -M 0.11 352 C 1 Br G -C 0.21 669 T C -F 0.10 302 T F -N 0.05 149 T N -D 0.93 3170 C 1 Br D -O 0.03 187 C WindLd LL Defl -0.62" in S3-F L/902 TL Defl -1.04" in E -Q L/539 Shear // Grain in S2-N 0.36 DL Defl -0.64" at E L/877 Hz Disp LL DL TL it D 0.23" 0.20" 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 S1 LOCK 4.Oxl2.0 0.1-0.2 0.89 L LOCK 3.Ox10.0-1.2-0.6 1.00 B LOCK 5.Ox 6.0 0.3-3.4 0.92 C LOCK 5.Ox 6.0-0.3-3.4 0.80 N LOCK 3.Ox 8.0 0.3-0.2 0.92 Q LOCK 5.Ox 8.0 Ctr-0.5 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 ON Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 7031 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 b 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus" 01996-2005 Version 18 0.014 Engineering - Portrait 3/23/2006 7:19:51 AM Page 1 Job SF2K1 Mark S8C Q"n 1 Type Span SP 471100 P1-H1 6 Left OH Right OH 1- 2- 0 1- 3- 0 Engineering ENGLE/SF2K1/M#9073 ' HO 4-3 HO 1-10-11 0 0 O N O O 0 O TC '' 20-0-0 15-0-0 6x6 5x6 5x8 B MSPL C 4x12 4x8L 3x8 S1 N 10-4-3 2x4 6 !� K 2x4 2-0-OE O 2-0-OD 3x6 3x6 7 5x6 ...E 3A8 s2- 0- 0 HSPL SPLG FSPL 5x6 1 6x16 5x8 5x8 6x6 W:800 2x4 R:2277 W:800 3 U: 415 R:2241 U: 406 BC 8-8-0 39-3-0 47-11-0 ALL PLATES ARE LOCK20 Scale: 0.136" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.76 2x 4 SP-SS EX M -C 2x 4 SP42 EX C -O 2x 4 SP42 BC 0.83 2x 4 SP-SS EX G -F 2x 4 SP-#2 WB 0.98 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 47-11- 0 BC Cont. 0- 0- 0 47-11- 0 WB 1 rows CLB on B -G WS 1 rows CLB on N -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Robbins Engineering, Inc./Online P1us- J -K 0.65 7292 C 0.34 0.31 K -S1 0.30 7392 C 0.23 0.07 Sl-L 0.76 7305 C 0.51 0.25 L -B 0.25 3894 C 0.06 0.19 B -M 0.61 3291 C 0.20 0.41 M -C 0.68 3291 C 0.07 0,61 C -N 0.67 2989 C 0.16 0.51 N -O 0.60 68 T 0.02 0.58 --------Bottom Chords --------- A -1 0.82 6224 T 0.53 0.29 I -E 0.83 6300 T 0.54 0.29 E -H 0.62 4265 T 0.36 0.26 H -G 0.54 3268 T 0.28 0.26 G -F 0.93 2601 T 0.43 0.50 F -D 0.55 2582 T 0.10 0.45 -------------Webs------------- I -J 0.04 276 C J -E 0.14 456 T E -K 0.06 381 C E -L 0.98 3084 T L -H 0.82 1240 C H -B 0.40 1274 T B -G 0.07 151 C 1 Br G -M 0.51 542 C G -C 0.33 1030 T C -F 0.07 243 T F -N 0.04 172 T N -D 0.87 3245 C 1 Br D -O 0.02 181 C WindLd LL Defl -0.50" in E -H L/999 TL Defl -1.06" in E -H L/525 Shear // Grain in B -M 0.38 DL Defl -0.64" at E L/874 Hz Disp LL DL TL it D 0.26" 0.20" 0.47" Plates for each ply each face. Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. Lbs Moving Point Load applied REPORTS: SBCCI 9761 at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. on BC BASED ON SP LUMBER USING GROSS AREA TEST. it React Uplft Size Req'd Plate - LOCK 20 Gar Gross Area Lbs Lbs In-Sx In-Sx Plate - RHS 20 Gar Gross Area A 2241 407 8- 0 2-10 it Type Plt Size X Y JSI Hz = -248 A LOCK 3.Ox 8.0 2.9 1.5 0.89 D 2277 415 8- 0 2-11 A LOCK 5.Ox 6.0 6.9 2.8 0.83 Hz 241 S1 LOCK 4.Ox12.0 0.1-0.2 0.89 L LOCK 4.Ox 8.0-2.4-1.2 1.00 Membr CSI P Lbs Axl-CSI-Bnd B LOCK 6.Ox 6.0 0.4-3.8 0.90 ----------Top Chords---------- M LOCK 5.Ox 6.0 Ctr 0.5 0.87 A -J 0.43 6880 C 0.20 0.23 C LOCK 5.Ox 8.0-0.8-3.4 0.89 Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0,014 Engineering - Portrait 3/23/2006 7:19:50 AM Page 1 N LOCK 3.Ox 8.0 0.1-0.1 0.91 E LOCK 6.Oxl6.0 Ctr-0.5 0.97 H LOCK 5.Ox 8.0 Ctr-0.5 0.88 G LOCK 5.Ox 8.0 0.5-0.5 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 7392 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job MK1 Mark S8B Quan 1 Type SP Span 471100 Pl-HI Left OH 6 1- 2- 0 Right 1- 3- OH 0 I Engineering HNGLE/SF2K1/M#9073 1 HO 4-3 0 0 HO 1-10-11 0 0 N O TC i 18-0-0 19-0-0 O 10-11-0 ''I 5x6 3x6 3x8 3x6 5x8 B R S2 S C 5x6 3x8 6 L 0 2x4 9-4-3 4x12 X 2x4 S1 P 2-0-OE 3x6 2-0-OD 3x6 7 5x6 3x8 A E 2- 0- 0 H Q F as D x6 I 6x16 5x12 5x8 6x8 W:80o x 2x4 SPL SPL SPL R:2217 3 U: 415 W:800 R:2156 U: 406 BC 8-8-0 39-3-0 47-11-0 ALL PLATES ARE LOCK20 Scale: 0.136" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.79 2x 4 SP-#2 EX A -S1 2x 4 SP-SS BC 0.78 2x 4 SP-SS WB 0.87 2x 4 SP-#3 WG --- 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 47-11- 0 BC Cont. 0- 0- 0 47-11- 0 WB 1 rows CLB on H -R WB 1 rows CLB on S -F WB 1 rows CLB on O -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case (a) Plus 1 BC LL Load Case(s) Robbins Engineering, Inc./Online Plus- * -L 0.78 6936 C 0.50 0.28 L -B 0.45 3815 C 0.09 0.36 B -R 0.62 3422 C 0.16 0.46 R -S2 0.54 3631 C 0.09 0.45 S2-S 0.47 3631 C 0.09 0.38 S -C 0.42 2501 C 0.04 0.38 C -O 0.43 2900 C 0.06 0.37 O -P 0.38 60 T 0.01 0.37 --------Bottom Chords --------- A -1 0.77 5982 T 0.51 0.26 I -E 0.78 6047 T 0.52 0.26 E -H 0.57 4271 T 0.19 0.38 H -Q 0.64 3704 T 0.32 0.32 Q -F 0.61 3432 T 0.29 0.32 F -D 0.57 2371 T 0.10 0.47 ------------- Webs ------------- I -J 0.03 235 C J -E 0.11 351 T E -K 0.06 355 C E -L 0.87 2730 T L -H 0.78 1191 C H -B 0.42 1322 T H -R 0.15 427 C 1 Br R -Q 0.17 196 C Q -S 0.16 527 T S -F 0.52 1310 C 1 Br C -F 0.28 903 T F -0 0.09 282 T 0 -D 0.69 3053 C 1 Br D -P 0.02 157 C WindLd LL Defl -0.45" in E -H L/999 TL Defl -0.97" in E -H L/575 Shear // Grain in B -R 0.32 DL Defl -0.64" at E L/873 Hz Disp LL DL TL it D 0.25" 0.21" 0.47" Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. it React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 2157 407 8- 0 2- 9 Plate - LOCK 20 Gar Gross Area Hz = -221 Plate - RHS 20 Gar Gross Area D 2218 415 8- 0 2-10 it Type Plt Size X Y JSI Hz = 214 A LOCK 3.Ox 8.0 2.9 1.5 0.86 A LOCK 5.Ox 6.0 6.9 2.8 0.76 Membr CSI P Lbs Axl-CSI-Bnd S1 LOCK 4.Oxl2.0 0.1-0.2 0.94 ----------Top Chords---------- L LOCK 5.Ox 6.0-1.1-0.5 0.99 A -J 0.40 6610 C 0.18 0.22 B LOCK 5.0x 6.0 0.7-3.1 0.77 J -Sl 0.60 6934 C 0.31 0.29 R LOCK 3.Ox 6.0-0.3 Ctr 0.57 S1-K 0.79 6867 C 0.46 0.33 S LOCK 3.Ox 6.0 0.4 Ctr 0.59 Robbins Engineering, Inc./Online Plus"' 0 199G2005 Version 18.0.014 Engineering . Portrait 3/23/2006 7:19:50 AM Page 1 C LOCK 5.Ox 8.0-0.8-3.4 0.75 E LOCK 6.Oxl6.0 Ctr-0.5 0.89 H LOCK 5.Oxl2.0 0.5-0.5 0.87 Q LOCK 5.0x 8.0 Ctr-0.5 0.87 F LOCK 6.Ox 8.0-1.0 Ctr 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System, Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 6936 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: JLW Job SF2K1 __r Mark S8A Quan Type 1 SP Span 471100 P1-H1 6 Left OH 1- 2- 0 Right 1- 3- OH 0 Engineering ENGLE/SF2K1/M#9073 HO 4-3 HO 1-10-11 0 0 0 0 a 0 m 0 TC 16-0-0 23-0-0 8-11-0 5x6 3x6 3x10 3x6 5x6 B M S2 N C 3x8 3x8 6 L O 2x4 4x12 K 2x4 8-4-3 S1 P 2-0-OE 3x6 3x6 7 2-0-OD 5x6 3x8 ® D A E H Q 2- 0- 0 F i, 1 5x16 4x853 5x8 6x8 W:800x6 2x4 20G-RHS-5x10 SPL SPL R,2183 3 415 W:800 R:2133 U: 406 BC 8-8-0 39-3-0 47-11-0 - EXCEPT AS SHOWN ALL PLATES ARE LOCK20 Scale: 0.136" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.86 2x 4 SP-112 EX A -S1 2x 4 SP-SS EX B -S2 2x 4 SP-SS BC 0.76 2x 4 SP-SS WB 0.80 2x 4 SP-#3 WG --- 2x 4 SP-#3 PH --- 2x 4 SP-113 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 47-11- 0 BC Cont. 0- 0- 0 47-11- 0 WB 1 rows CLB on H -M WB 1 rows CLB on N -F WB 1 rows CLB on O -D Attach CLB with (2)-10d nails at each web. Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Plus 1 BC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied Robbins Engineering, Inc./Online P1us- J -S1 0.59 6830 C 0.30 0.29 S1-K 0.86 6763 C 0.44 0.42 K -L 0.55 6836 C 0.39 0.16 L -B 0.50 3902 C 0.10 0.40 B -M 0.65 3821 C 0.23 0.42 M -S2 0.41 4122 C 0.07 0.34 S2-N 0.76 4122 C 0.11 0.65 N -C 0.85 2730 C 0.16 0.69 C -0 0.41 2896 C 0.05 0.36 O -P 0.22 52 T 0.00 0.22 --------Bottom Chords --------- A -I 0.76 5917 T 0.51 0.25 I -E 0.76 5980 T 0.51 0.25 E -H 0.55 4450 T 0.20 0.35 H -S3 0.51 4230 T 0.36 0.15 S3-Q 0.66 4230 T 0.36 0.30 Q -F 0.63 3854 T 0.33 0.30 F -D 0.53 2155 T 0.09 0.44 ------------- Webs ------------- I -J 0.03 223 C J -E 0.10 317 T E -K 0.06 336 C E -L 0.80 2509 T L -H 0.77 1207 C B -H 0.43 1359 T H -M 0.17 573 C 1 Br M -Q 0.15 200 C Q -N 0.17 530 T N -F 0.50 1518 C 1 Br F -C 0.28 878 T F -O 0.17 543 T O -D 0.55 2876 C 1 Br D -P 0.02 143 C WindLd LL Defl -0.54" in S3-Q L/999 TL Defl -1.01" in S3-9 L/555 Shear // Grain in B -M 0.38 DL Defl -0.66" at S3 L/841 Hz Disp LL DL TL it D 0.25" 0.22" 0.47" at Panel Points and Mid -panel Plates for each ply each face. on BC PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 it React Uplft Size Req'd ROBBINS ENGINEERING, INC. Lbs Lbs In-Sx In-Sx BASED ON SP LUMBER A 2134 407 8- 0 2- 8 USING GROSS AREA TEST. Hz = -194 Plate - LOCK 20 Ga, Gross Area D 2184 415 8- 0 2- 9 Plate - RHS 20 Ga, Gross Area Hz = 187 it Type Plt Size X Y JSI A LOCK 3.Ox 8.0 2.9 1.5 0.85 Membr CSI P Lbs Axl-CSI-Bnd A LOCK 5.Ox 6.0 6.9 2.8 0.74 ----------Top Chords---------- S1 LOCK 4.Oxl2.0 0.1-0.2 0.95 A -J 0.40 6538 C 0.18 0.22 L LOCK 3.Ox 8.0-0.9-0.4 0.99 Robbins Engineering, Inc./Online Plus- 01996.2005 Version 16.0.014 Engineering - Portrait 3/23/2006 7:19:49 AM Page 1 B LOCK 5.Ox 6.0 0.7-3.1 0.78 C LOCK 5.Ox 6.0-0.7-3.1 0.75 S3 RHS 5.0x10.0 Ctr 0.8 0.79 Q LOCK 5.Ox 8.0 Ctr-0.5 0.87 F LOCK 6.Ox 8.0 0.5 Ctr 0.91 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 6836 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 b 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job SF2K1 Mirk G8 Quan 1*2P Type SP Span 471100 P1-H1 6 Left OH 1- 2- 0 Right 1- 3- OH 0 Errgbreerirrg ENGLE/SF2K1/M#9073 NO 4-3 NO 1-10-11 0 0 0 0 N N 0 O TC 14-0-0 _. .._. 27-0-0 5x8 3x6 3xl2 3x6 3x10 3x6 7x8 B L S2 M S5 N C 3x8 6 3x6 R 4x12 K 3x4 7-4-3 3x6 Sl O 2-0-OE 7 2-0-OD 4 A A E I+I P 13 H 2- 0- G 0 S4 F t D 31 7x10 1�4x8 4x10 3x6 #6x12 4xQ 6 3x8 3x6 W:800x6 do 2x4 q., SPL R:4340 U: 893 W:800 R-3946 U: 805 BC 8-8-0 39-3-0 47-11-0 ALL PLATES ARE LOCK20, # - PLATE SELECTED IN PLATE MONITOR Scale: 0.136" = 1' Robbins Engineering, Inc./Online Plus- ---------- Top Chords---------- P LOCK 4.Ox 8.0 Ctr 0.5 0.81 A -J 0.68 13636 C 0.47 0.21 S3 LOCK 4.Ox10.0 Ctr 0.2 0.99 Online Plus -- Version 18.0.014 J -S1 0.86 14215 C 0.53 0.33 G# LOCK 6.Oxl2.0 Ctr-0.5 0.80 RUN DATE: 22-MAR-06 S1-K 0.84 14156 C 0.53 0.31 ttt t ttttt t tt•tt K -B 0.58 10119 C 0.36 0.22 # = Plate Monitor used • 2-Ply Truss • B -L 0.58 9048 C 0.24 0.34 t tttttrrrrttttt L -S2 0.55 10601 C 0.28 0.27 REFER TO ROBBINS ENG. GENERAL S2-M 0.55 10601 C 0.28 0.27 NOTES AND SYMBOLS SHEET FOR CSI -Size- ----Lumber---- M -S5 0.59 10469 C 0.29 0.30 ADDITIONAL SPECIFICATIONS. TC 0.06 2x 4 SP-#2 S5-N 0.82 10469 C 0.23 0.59 EX 8 -S2 2x 4 SP-SS N -C 0.80 8674 C 0.28 0.52 NOTES: EX S2-S5 2x 4 SP-SS C -R 0.24 5927 C 0.07 0.17 Trusses Manufactured by: BC 0.79 2x 4 SP-SS R -0 0.11 49 T 0.00 0.11 East Coast Lumber EX A -E 2x 6 SP-SS --------Bottom Chords--------- Analysis Conforms To: EX G -S4 2x 4 SP-#2 A -I 0.66 12412 T 0.43 0.23 FSC2004 EX S4-D 2x 4 SP-42 I -E 0.66 12530 T 0.43 0.23 2 COMPLETE TRUSSES REQUIRED. WB 0.67 2x 4 SP-113 E -P 0.79 12505 T 0.59 0.20 Fasten together in staggered EX D -O 2x 6 SP-#2 P -S3 0.56 10601 T 0.50 0.06 pattern. (1/2" bolts -OR- S3-H 0.53 10601 T 0.50 0.03 SDS3 screws -OR- 10d nails Brace truss as follows: H -G 0.52 10469 T 0.49 0.03 as each layer is applied.) O.C. From To G -Q 0.88 8673 T 0.80 0.08 ----Spacing (In)---- TC Cont. 0- 0- 0 47-11- 0 Q -S4 0.55 5341 T 0.49 0.06 Rows Nails Screws Bolts BC Cont. 0- 0- 0 47-11- 0 S4-F 0.55 5341 T 0.49 0.06 TC 1 12 24 0 F -D 0.49 4113 T 0.19 0.30 BC 1 12 24 0 Loading Live Dead (pef) -------------Webs------------- W8 1 4 4 TC 20.0 15.0 I -J 0.03 447 C Plus clusters of nails where BC 0.0 5.0 J -E 0.08 552 T shown. Total 20.0 20.0 40.0 E -K 0.50 3157 T OH Loading Spacing 24.0" K -P 0.37 3792 C Soffit pef 2.0 Lumber Duration Factor 1.25 P -8 0.62 3888 T Design checked for LL on BC Plate Duration Factor 1.25 P -L 0.28 1949 C per BOCA (section 1606.2.3), TC Fb-1.00 Fc-1.00 Ft-1.00 H -L 0.03 235 T IBC/IRC-2003,and FBC 2004 BC Fb=1.00 Fc-1.00 Ft-1.00 H -N 0.03 277 T (section 1607.1), 20.0 psf. G -M 0.10 1173 C Design checked for 10 pef non - Load Case # 1 Standard Loading G -N 0.35 2229 T concurrent LL on BC. Lumber Duration Factor 1.25 Q -N 0.22 2397 C Prevent truss rotation at all Plate Duration Factor 1.25 Q -C 0.67 4197 T bearing locations. plf - Live Dead From To F -C 0.07 777 C NOTE: USER MODIFIED PLATES TC V 40 30 0.0' 47.9' F -R 0.27 1731 T This design may have plates BC V 0 10 0.0' 47.9' R -D 0.51 5783 C selected through a plate TC V 50 38 15.0' 40.0' D -0 0.00 142 C WindLd monitor. BC V 0 13 15.0' 40.0' Wind Loads - ANSI / ASCE 7-02 BC V 553 553 14.0' CL-LB LL Defl -0.57" in S3-H L/977 Truss is designed as a Main BC V 179 179 41.0' CL-LB TL Defl -1.15" in S3-H L/484 Wind -Force Resistance System. TC V 146 146 41.0' CL-LB Shear // Grain in B -L 0.36 Wind Speed: 120 mph DL Defl -0.88" at S3 L/632 Mean Roof Height: 15-0 Hz Disp LL DL TL Exposure Category: 8 Plus 6 Wind Load Case(s) Jt D 0.26" 0.26" 0.52" Occupancy Factor : 1.00 Plus 1 UBC LL Load Case(s) Building Type: Enclosed Plates for each ply each face. Zone location: Exterior Checked for NonConcurrent 200 PLATING CONFORMS TO TPI. TC Dead Load 7.0 pef Lbs Moving Point Load applied REPORTS: SBCCI 9761 BC Dead Load 3.0 psf at Panel Points and Mid -panel ROBBINS ENGINEERING, INC. Max comp. force 14215 Lbs on BC BASED ON SP LUMBER Quality Control Factor 1.00 USING GROSS AREA TEST. Jt React Uplft Site Req'd Plate - LOCK 20 Ga, Gross Area FABRICATOR NOTES: Lbs Lbs In-Sx In-Sx Plate - RHS 20 Ga, Gross Area 1. EAST COAST LUMBER E. SUPPLY A 3946 805 8- 0 2- 5 Jt Type Plt Size X Y JSI MAURICE A. SHASHOUA, Hz = -168 S1 LOCK 4.Oxl2.0 0.1-0.2 0.93 P.E.#EB5251 i 19554 D 4340 894 8- 0 2- 9 K LOCK 3.Ox 6.0-0.9-0.4 0.93 5285 ST. LUCIE BLVD. Hz = 175 B LOCK 5.Ox 8.0 0.8-3.4 0.89 FORT PIERCE FL. 34946 C LOCK 7.Ox 8.0-1.5-4.3 0.89 2. !!!CAUTION!!! READ "SCSI-81 Membr CSI P Lbs Axl-CSI-Bnd R LOCK 3.Ox 8.0 1.4-0.7 0.78 SUMMARY SHEET" BEFORE Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:19A8 AM Page 1 of 2 Job SF2K1 Mark G8 Quan Type Span P1-H1 Left OH Right OH 1*2P sP 471100 6 1- 2- 0 1- 3- o Engineering cont ENGLE/SF2K1/M#9073 HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TERACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- 01996.2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:19:48 AM Page 2 of 2 Job MK1 Marx DOC Quan 1 Type Span Sp 140000 P1-H1 6 Left OH Right "ineering 1- 2- 0 0 ENGLE/SF2K1/M#9073 Ho 4-3 HO 4-10-4 TC 1-2-0 _13-0-1 _ ,1115. • 5x4 2x4 B C 2x4 G 6: 6-10-4 2-0-OE 2x4 2-0-OD F D 3x3 E Sx8 3x3 A 3 HGR R: 559 U: 153 W:800 R: 655 U: 92 BCI 8-8-0 5-4-0 14-0-0 ALL PLATES ARE LOCK20 Scale: 0.304" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.27 2x 4 SP-#2 BC 0.71 2x 4 SP-#2 WB 0.31 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- BC Cont. 0- 0- 0 14- 0- Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online P1us- F -G 0.21 865 C 0.00 0.21 G -B 0.20 881 C 0.00 0.20 B -C 0.09 66 C 0.00 0.09 --------Bottom Chords --------- * -E 0.71 1297 T 0.15 0.56 E -D 0.52 212 T 0.00 0.52 ------------- Webs ------------- F -E 0.16 476 C E -G 0.05 330 C E -B 0.31 994 T B -D 0.13 417 C D -C 0.13 107 C WindLd 0 0 LL Defl 0.13" in A -E L/999 TL Defl -0.16" in A -E L/967 Shear // Grain in A -F 0.20 DL Defl -0.12" at E L/999 Hz Disp LL DL TL it D 0.02" 0.02" 0.04" 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 656 92 8- 0 1- 0 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 3.0 Ctr 0.2 1.00 E LOCK 5.Ox 8.0 Ctr-1.0 0.87 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Hz = 172 NOTES: D 560 154 3- 8 1- 0 Trusses Manufactured by: Hz = 300 East Coast Lumber Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2004 ----------Top Chords---------- OH Loading A -F 0.27 1424 C 0.01 0.26 Soffit psf 2.0 Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:01 AM Page 1 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 1424 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering MK1 SIOB 1 SP 140000 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 HO 4-3 HO 3-10-4 TC 1-2-0 11-0-1 4x4 2x4 B c 2x4 G 6 5-10-4 2x4 2-0-OE F 2-0-OD Bar D 3x3 E n Sx8 flJl 3x4 A HGR 3 R: 559 U: 144 W:800 R: 655 U: 102 BC B-8-0 5-4-0 14-0-0 ALL PLATES ARE LOCK20 Scale: 0.344" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.26 2x 4 SP-#2 BC 0.71 2x 4 SP42 WB 0.23 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 0 BC Cont. 0- 0- 0 14- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 656 102 8- 0 1- 0 HE = 150 D 560 144 3- 8 1- 0 Hz = 244 Robbins Engineering, Inc./Online Plus- F -G 0.23 844 C 0.00 0.23 G -B 0.19 846 C 0.00 0.19 B -C 0.17 50 C 0.00 0.17 --------Bottom Chords --------- A -E 0.71 1303 T 0.15 0.56 E -D 0.52 340 T 0.03 0.49 ------------- Webs ------------- F -E 0.17 505 C E -G 0.04 228 C E -B 0.23 732 T B -D 0.16 521 C D -C 0.08 127 C WindLd LL Defl 0.13" in A -E L/999 TL Defl -0.16" in A -E L/960 Shear // Grain in A -E 0.20 DL Defl -0.12" at E L/999 Hz Disp LL DL TL it D 0.02" 0.02" 0.04" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 4.0 Ctr 0.3 0.91 B LOCK 4.Ox 4.0-0.5 Ctr 0.95 E LOCK 5.Ox 8.0 Ctr-1.0 0.68 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: ----------Top Chords---------- FBC2004 A -F 0.26 1430 C 0.01 0.25 OH Loading Robbins Engineering. Inc./Online Plus" 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:01 AM Page 1 Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 1430 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job SF2K1 Mark S10A Quan Type 1 SP Span Pl-H1 Left OH 140000 6 1- 2- 0 Right OH 0 Engineering ENGLE/SF2K1/M#9073 HO 4-3 HO 2-1074 TC1-2-0 9-0-1 _4-11-15 4x4 2x4 B C a 6 2x4 F 4-10-4 2-0-OE;; D 2-0-OD 3x3 E 5x4 3x3 A HGR 3 R: 559 U: 135 14:800 R. 655 U. 110 BC 8-8-0 5-4-0 14-0-0 ALL PLATES ARE LOCK20 Scale: 0.396" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.34 2x 4 SP-#2 BC 0.72 2x 4 SP-#2 WB 0.37 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 0 BC Cont. 0- 0- 0 14- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 656 ill 8- 0 1- 0 Hz = 129 D 560 136 3- 8 1- 0 Hz = 188 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -F 0.24 1395 C 0.01 0.23 Robbins Engineering, Inc./Online Plus- F -B 0.29 871 C 0.00 0.29 B -C 0.34 35 C 0.00 0.34 --------Bottom Chords --------- A -E 0.72 1270 T 0.15 0.57 E -D 0.56 739 T 0.08 0.48 ------------- Webs ------------- F -E 0.14 442 C E -B 0.15 479 T B -D 0.37 819 C D -C 0.04 173 C WindLd LL Defl 0.13" in A -E L/999 TL Defl -0.17" in A -E L/919 Shear // Grain in B -C 0.22 DL Defl -0.12" at E L/999 Hz Disp LL DL TL Jt D 0.02" 0.02" 0,04" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 3.0 Ctr 0.2 0.98 E LOCK 5.Ox 4.0 Ctr-1.0 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 OH.Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 1395 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering . Portrait 3/232006 7:20:00 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right "ineering SF2K1 GE10 1 SP 140000 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 ,HO 4-3 HO 1-10-4 TC 1-2-0 7-0-1 _. 6-11-15 4x4 2x4 2x4 B K S M O Q C a r I 6 •2x4 3-10-4 G D 2-0-OE ^y N M E N P R 2x4 2-0-OD 2x4 i MU ' ,..; 12 3x3 A H J L F y y 2x4 ,� '�w,i9ily $�.: + �y: BC 8-6-0 5-6-0 14-0-0 ALL PLATES ARE LOCK20 See Joint G For Typical Gable Plate Size and Placement Scale: 0.418" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-#2 BC 0.20 2x 4 SP42 CW 0.03 2x 4 SP-#3 WB 0.01 2x 4 SP-#3 GW 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 0 BC Cont. 0- 0- 0 14- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 8- 6- 0 742 147 Hz = 113 Cont. Brg 8- 6- 0 to 14- 0- 0 693 193 Hz = 52 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -G 0.09 92 C 0.00 0.09 G -I 0.09 54 C 0.00 0.09 REFER TO ROBBINS ENG. GENERAL Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/23I2008 7:19:59 AM Pagel Robbins Engineering, Inc./Online P1us- I -B 0.03 28 C 0.00 0.03 B -K 0.03 16 C 0.00 0.03 K -S 0.03 16 C 0.00 0.03 S -M 0.02 19 C 0.00 0.02 M -O 0.05 19 C 0.00 0.05 O -Q 0.06 19 C 0.00 0.06 Q -C 0.06 19 C 0.00 0.06 --------Bottom Chords--------- A -H 0.20 17 C 0.00 0.20 H -J 0.13 0 T 0.00 0.13 J -L 0.13 0 T 0.00 0.13 L -F 0.07 0 T 0.00 0.07 E -N 0.07 0 T 0.00 0.07 N -P 0.13 0 T 0.00 0.13 P -R 0.16 0 T 0.00 0.16 R -D 0.08 0 T 0.00 0.00 ---------- Chord -Webs ---------- F -E 0.03 0 T 0.00 0.03 E -S 0.00 54 C ------------- Webs ------------- D -C 0.01 93 C WindLd ----------Gable Webs---------- - -G 0.03 205 C J -I 0.02 123 C L -K 0.02 110 C N -M 0.01 103 C P -0 0.02 168 C R -Q 0.02 75 T LL Defl 0.00" in E -S1 L/999 TL Defl 0.00" in E -S1 L/999 Shear // Grain in L -F 0.26 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI, REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.60 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 205 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering SF2K1 I G9 1 ENDJO 61100 6 1- 3- 0 0 ENGLE/SF2K1/M#9073 Ho 1-10-11 HO 5-4-3 TC 1-3-0 6-11-0 2x4 B 6 3x3 H 5-4-3 3x3 E Li r� C 2x4 G D 3x3 5x4 W:800 HGR R:1208 R:1306 U: 203 U: 268 BC 6-11-0 6-11-0 ALL PLATES ARE LOCK20 Scale: 0.371" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.17 2x 4 SP42 BC 0.32 2x 6 SP42 WB 0.28 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11- 0 BC Cont. 0- 0- 0 6-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 6.9' BC V 0 10 0.0' 6.9' BC V 120 120 0.0' 6.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- F 1209 204 8- 0 1- 7 Hz = -176 C 1107 269 1- 8 1- 5 Hz = 264 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -H 0.17 709 C 0.00 0.17 H -B 0.17 100 C 0.00 0.17 --------Bottom Chords--------- F -G 0.24 152 T 0.00 0.24 G -C 0.32 644 T 0.08 0.24 ------------- Webs ------------- F -E 0.11 729 C WindLd E -G 0.22 713 T G -H 0.21 771 T H -C 0.28 900 C C -B 0.15 101 C WindLd LL Defl -0.01" in F -G L/999 TL Defl -0.02" in F -G L/999 Shear // Grain in F -G 0.40 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI H LOCK 3.Ox 3.0-0.4-0.2 0.88 G LOCK 5.Ox 4.0 Ctr-1.1 0.86 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 900 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. M CAUTION M READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx NOTES: Trusses Manufactured by: East Coast Lumber Robbins Engineering, Inc./Online Plus- 019W2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:04 AM Page 1 Job MKl --F- Mark PG3 Quan Type 1 HIPP Span P1-H1 61115 6 Left OH Right OH 11- 9 11- 9 Engineering ENGLE/SF2Kl/M#9073 HO 1 HO I TC 11-9 1-0-7 2-11-15 1-0-7 11-9 6 #4x4 #4x4 �;. 2x4 2x1 10-7 A " s;- 2- 4-15 _ D y 2x4 2x4 f .1s;•.t, BC 5-0-13 6-11-25 ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.886" = 1' Robbins Engineering, Inc./Online P1us- Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Online Plus -- Version 18.0.014 Cont. Brg 0- 0- 0 to 5- 0-13 RUN DATE: 22-MAR-06 765 115 Hz = 9 CSI -Size- ----Lumber---- TC 0.10 2x 4 SP42 BC 0.18 2x 4 SP-#2 WB 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11-15 BC Cont. 0- 0- 0 6-11-15 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 Attic Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 -1.0' 6.0' BC V 0 10 ' -1.0' 6.0' TC V 0 10 1,3' 3.7' BC V 80 0 1.3' 3.7' MA V 0 10 0.1, 0.5' MA V 0 10 0.1' 0.6' Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 UBC LL Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.04 41 C 0.00 0.04 B -C 0.10 42 C 0.00 0.10 C -D 0.04 41 C 0.00 0.04 --------Bottom Chords--------- A -F 0.11 4 T 0.00 0.11 F -E 0.18 0 T 0.00 0.18 E -D 0.11 4 T 0.00 0.11 ------------- Webs ------------- F -B 0.02 152 C E -C 0.02 152 C LL Defl 0.00" in E -D L/999 TL Defl 0.00" in F -E L/999 Shear // Grain in F -E 0.14 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 B LOCK 4.Ox 4.0 0.1 0.7 0.46 C LOCK 4.Ox 4.0-0.3 0.8 0.42 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 Robbins Engineering, Inc.lOnline PIUS- 0 19W2005 Version 18.0.014 Engineering • Portrait 3/2312006 7:20:07 AM Pagel OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Unbalanced Loads Checked Load Factors = 1.00 and 0.00 Max comp. force 152 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SF2K1 PG2 1 8 TR 61115 6 11- 9 11- 9 HO 1 TC 11-9 1-7-6 2-6-7 dxd 2-6-6 HO 1 11-9 BC 5-0-13 6-11-15 a ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- LL Defl -0.01" in A -C L/999 TL Defl -0.01" in A -C L/999 Online Plus -- Version 18.0.014 Shear // Grain in A -B 0.09 RUN DATE: 22-MAR-06 DL Defl 0.00" at L/999 CSI -Size- TC 0.05 2x 4 SP42 BC 0.06 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11-15 BC Cont. 0- 0- 0 6-11-15 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1,10 Fc=1.10 Ft=1.10 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI 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) OH Loading Soffit psf 2.0 Jt React Uplft Size Req'd Design checked for LL on BC Lbs Lbs In-Sx In-Sx per BOCA (section 1606.2.3), Cont. Brg 0- 0- 0 to 5- 0-13 IBC/IRC-2003,and FBC 2004 548 107 Hz 24 (section 1607.1), 20.0 psf. Design checked for 10 psf non- Membr CSI P Lbs Axl-CSI-Bnd concurrent LL on BC. ----------Top Chords---------- Refer to Gen Det 3 series for A -B 0.05 193 C 0.00 0.05 web bracing and plating. B -C 0.05 193 C 0.00 0.05 Wind Loads - ANSI / ASCE 7-02 --------Bottom Chords--------- Truss is designed as a Main A -C 0.06 6 C 0.00 0.06 Wind -Force Resistance System. Robbins Engineering, Inc./Online Plus- 01995-2005 Version 18.0.014 Engineering - Portrait 3/2=006 7:20:06 AM Pagel Scale: 0.833" = 1 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 193 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD, FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF2K1 I PGl 1*2P TR 61115 6 11- 9 11- 9 ENGLE/SF2K1/M#9073 HO 1 TC 11-9 1-7-6 SC Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 *************** * 2-Ply Truss *************** CSI -Size- ----Lumber---- TC 0.02 2x 4 SP42 BC 0.03 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11-15 BC Cont. 0- 0- 0 6-11-15 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 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 5- 0-13 548 107 Hz = 24 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.02 193 C 0.00 0.02 2-6-7 2-6-6 4x4 "3ais'a. irkws��.mYF`1 nt m ' $t. n �' 5-0-13 6-11-15 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus^ B -C 0.02 193 C 0.00 0.02 --------Bottom Chords --------- A -C 0.03 6 C 0.00 0.03 LL Defl 0.00" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -B 0.04 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 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: FBC2004 2 COMPLETE TRUSSES REQUIRED. Fasten together in staggered pattern. (1/2" bolts -OR- SDS3 screws -OR- 10d nails as each layer is applied.) ----Spacing (In) ---- Rows Nails Screws Bolts TC 1 12 24 0 BC 1 12 24 0 HO 1 11-9 Scale: 0.833" = 1' WB 1 4 4 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 193 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus^' 01996-2005 Version 18.0,014 Engineering - Portrait 3/23/2006 7:20:06 AM Pagel Job MK1 Mark T5A -]- Quan 4 Type Span P1-H1 SP 400700 6 Left 0 OH Right OH 1- 3- 0 Engineering ENGLE/SF2K1/M#9073 HO 4-3 Ho 1-10-11 0 0 TC 23-10-0 16-9-0 0 'r 5x6 B 2x4 J 2x4 K 3x6 6 3x6 S2 I 3x6 3x8 L 12-3-3 S1 2-0-OD 2-0-OC 2x4 2x4 H j M C 5x6 / D S4 F r>a 5x6 A _ 2- 0- 0 6x8 3x6 4x8 W:700 G S3 g R:1872 8x8 3x6 2x4 U: 355 HGA R:1715 U: 330 BC 20-8-0 19-11-0 40-7-0 _ ALL PLATES ARE LOCK20 Scale: 0.162" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- TC 0.73 2x 4 SP-#2 BC 0.99 2x 4 SP-#2 CW 0.82 2x 4 SP-#3 WB 0.87 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 40- 7- 0 BC Cont. 0- 0- 0 40- 7- 0 WB 1 rows CLB on I -D WB 1 rows CLB on L -C WB 1 rows CLB on E -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) Plus 1 SC LL Load Case(s) Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -H 0.60 3148 C 0.17 0.43 H -S1 0.50 2868 C 0.05 0.45 S1-I 0.56 2761 C 0.04 0.52 I -J 0.57 2493 C 0.12 0.45 J -B 0.50 2476 C 0.04 0.46 8 -K 0.73 2380 C 0.11 0.62 K -S2 0.47 2320 C 0.03 0.44 S2-L 0.30 2387 C 0.04 0.26 L -M 0.35 64 T 0.00 0.35 --------Bottom Chords --------- A -G 0.97 2819 T 0.25 0.72 G -S3 0.58 110 C 0.00 0.58 S3-E 0.91 110 C 0.00 0.91 D -S4 0.87 1774 T 0.29 0.58 S4-F 0.72 1774 T 0.29 0.43 F -C 0.99 1952 T 0.16 0.83 ---------- Chord -Webs ---------- E -D 0.82 240 T 0.01 0.81 D -J 0.08 279 C 0.08 0.00 ------------- Webs ------------- H -G 0.15 437 C G -I 0.07 207 T G -D 0.87 2726 T I -D 0.12 442 C 1 Br D -B 0.50 1383 T B -F 0.40 598 T F -K 0.27 437 C F -L 0.07 233 T L -C 0.57 2504 C 1 Br C -M 0.02 174 C WindLd LL Defl -0.45" in D -S4 L/999 TL Defl -0.67" in D -S4 L/709 Shear // Grain in S3-E 0.31 DL Defl -0.29" at S3 L/999 Checked for NonConcurrent 200 Lbs Moving Point Load applied Plates for each ply each face. at Panel Points and Mid -panel PLATING CONFORMS TO TPI. on BC REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. Jt React Uplft Size Req'd BASED ON SP LUMBER Lbs Lbs In-Sx In-Sx USING GROSS AREA TEST. A 1715 330 3- 8 2- 0 Plate - LOCK 20 Ga, Gross Area Hz = -292 Plate - RHS 20 Ga, Gross Area C 1873 355 7- 0 2- 3 Jt Type Plt Size R Y JSI Hz = 285 A LOCK 5.Ox 6.0 1.4 0.6 0.91 B LOCK 5.Ox 6.0 0.5-0.3 0.78 Membr CSI P Lbs Axl-CSI-Bnd G LOCK 8.0x 8.0 1.0 0.5 0.98 Robbins Engineering. Inc./Online Plus- 019W2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:19:53 AM Page 1 D LOCK 6.Ox 8.0 Ctr 1.2 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: 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 3148 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. )!!CAUTION!►! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job j Mark Quan Type Span P1-H1 Left OH Right OH Engineering MKr $HS 1*2P SP 400700 6 1- 2- 0 1- 3- 0 ENGLE/SF2K1/M#9073 HO 4-3 HO 1-10-11 0 0 0 0 N M � O O ETC ~ 23-10-0 16-9-0 6x8 B 2x4 WW AO SS J A4 A8 MM 2x4 3.6 K 6 3x6 iI Al H2S2 R B6 3x6 12-3-3 L CO S1 EE XX 2-0-OD AA A5 C4 2-0-OC 3x6 JJ YY H7 2x4 Q M W NN C2 U j A9 B3 C 4x6 S BE D N A2 A6 80 FB5 B8 Cl C3 CS 6x6 A FF PP 1Oxl0 2x4 A3 Ell 1 6x8 B9 A7 s T V X P Y E CC GG O Kg V%Fi� %Z " 84 W:800 +2x4 2x4 4x8 00 NA153 R:1857 DID HH LL U:1322 U: 342 W:800 QQ TT R: 691 S3 RR U: 100 3x6 UU S4 Sx6 BC 20-6-0 20-1-0 40-7-0 ALL PLATES ARE LOCK20 See * For Typical Gable Plate Size and Placement Scale: 0.745" = 1' Robbins Engineering, Inc./online Plus"' Ha = 283 30 Gable studs to be attached with 2.0x4.0 plates each end. Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-MAR-06 ----------Top Chords---------- REFER TO ROBBINS ENG. GENERAL r+rrrr+rrrrrrrr A -Q 0.30 757 C 0.00 0.30 NOTES AND SYMBOLS SHEET FOR • 2-Ply Truss + Q -S1 0.30 171 C 0.00 0.30 ADDITIONAL SPECIFICATIONS. rrrrrrr rrrrrrrr S1-R 0.24 111 T 0.00 0.24 R -J 0.36 653 T 0.06 0.30 NOTES: CSI -Size- ----Lumber---- J -B 0.41 557 T 0.05 0.36 Trusses Manufactured by: TC 0.47 2x 4 SP-112 B -K 0.47 2323 C 0.00 0.47 East Coast Lumber SC 0.33 2x 4 SP-82 K -S2 0.11 2317 C 0.01 0.10 Analysis Conforms To: EX D -S4 2x 8 SP-SS S2-L 0.19 2386 C 0.01 0.18 FBC2004 EX S4-C 2x 8 SP-SS L -M 0.18 61 T 0.00 0.18 2 COMPLETE TRUSSES REQUIRED. CW 0.35 2x 4 SP-113 --------Bottom Chords--------- Fasten together in staggered WE 0.41 2x 4 SP-113 A -P 0.33 688 T 0.04 0.29 pattern. (1/2" bolts -OR- EX D -B 2x 6 SP-112 P -S3 0.28 688 T 0.04 0.24 SDS3 screws -OR- 10d nails S3-0 0.26 688 T 0.04 0.22 as each layer is applied.) Brace truss as follows: O -E 0.31 89 C 0.00 0.31 ----Spacing (In)---- O.C. From To D -N 0.10 591 T 0.01 0.09 Rowe Nails Screws Bolts TC Cont. 0- 0- 0 40- 7- 0 N -S4 0.11 591 T 0.01 0.10 TC 1 12 24 0 BC Cont. 0- 0- 0 40- 7- 0 S4-F 0.10 591 T 0.01 0.09 BC 1 12 24 0 F -C 0.09 1988 T 0.02 0.07 WE 1 4 4 Loading Live Dead (pat) ---------- Chord-Wabs---------- Plus clusters of nails where TC 20.0 15.0 E -D 0.35 788 T 0.00 0.35 shown. BC 0.0 5.0 D -J 0.08 549 C 0.08 0.00 OH Loading Total 20.0 20.0 40.0 -------------Webs------------- Soffit pot 2.0 Spacing 24.0" P -Q 0.04 277 T Design checked for LL on BC Lumber Duration Factor 1.25 Q -0 0.08 653 C per BOCA (section 1606.2.3), Plate Duration Factor 1.25 0 -R 0.06 406 T IBC/IRC-2003,and FBC 2004 TC Fb=1.00 Fc=1.00 Ft-1.00 O -D 0.03 223 T (section 1607.1), 20.0 pat. SC Fb=1.00 Fc=1.00 Ft-1.00 R -D 0.11 785 C Design checked for 10 pat non- D -B 0.33 3071 C concurrent LL on BC. Load Case N 1 Standard Loading N -B 0.20 2347 T Prevent truss rotation at all Lumber Duration Factor 1.25 B -F 0.41 2593 T bearing locations. Plate Duration Factor 1.25 F -K 0.03 320 C Refer to Gen Dot 3 series for pit - Live Dead From To F -L 0.03 281 T web bracing and plating. TC V 40 30 0.0' 40.6' L -C 0.29 2519 C Wind Loads - ANSI / ASCE 7-02 BC V 0 10 0.0' 40.6' C -M 0.01 166 C WindLd Truss is designed as a Main BC V 80 80 20.7' 30.7' Wind -Force Resistance System, BC V 1124 1124 20.7' CL-LB LL Defl -0.05" in P -S3 L/999 Wind Speed: 120 mph Sc V 659 659 30.7' CL-LB TL Defl -0.10" in S4-F L/999 Mean Roof Height: 15-0 Shear // Grain in D -N 0.68 Exposure Category: B DL Defl -0.12" at S4 L/999 Occupancy Factor : 1.00 Plus 6 Wind Load Case(s) Building Type: Enclosed Plus 2 Unbalanced Load Cases Plates for each ply each face. Zone location: Exterior Plus 1 UBC LL Load Canals) PLATING CONFORMS TO TPI. TC Dead Load 7.0 pat REPORTS: SBCCI 9761 BC Dead Load 3.0 pot Checked for NonConcurrent 200 ROBBINS ENGINEERING, INC. Unbalanced Loads Checked Lbs Moving Point Load applied BASED ON SP LUMBER Load Factors - 1.00 and 0.00 at Panel Points and Mid -panel USING GROSS AREA TEST. Max comp. force 3071 Lbe on BC Plate - LOCK 20 Go, Gross Area Quality Control Factor 1.00 Plate - RHS 20 Go, Gross Area Jt React Uplft Size Req'd Jt Type Plt Size X Y JSI FABRICATOR NOTES: Lbs Lbs In-Sx In-Sx A LOCK 4.Ox 6.0 Ctr 0.1 0.74 1. EAST COAST LUMBER 6 SUPPLY A 692 100 a- 0 1- 0 B LOCK 6.Ox 8.0 Ctr-1.1 0.68 MAURICE A. SHASHOUA, Hz = -290 D LOCK l0.0x10.0 Ctr 1.4 0.65 P.EAES5251 i 19554 D 6154 1323 4- 0 3- 5 F LOCK 6.Ox 8.0 Ctr-0.6 0.75 5285 ST. LUCIE BLVD. C 1858 342 8- 0 1- 2 FORT PIERCE FL. 34946 Robbins Engineering, Inc./Online Plus"' 019W2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:19:52 AM Page 1 of 2 Job MK1 Mark BHS Quan Type Span P1-H1 Left OH Right OH 1*2P sP 400700 6 1- 2- 0 1- 3- o Engineering co„r. ENGLE/SF2K1/M#9073 2. !!!CAUTION!!! READ "SCSI-Bl SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 01996.2005 Version 18.0,014 Engineering -Portrait 3/23/2006 7.19.52 AM Page 2 of 2 Job MK1 Mark G4 Quan 1 Type Span MONO 91100 P1-H1 6 Left OH Right OH 0 0 Engineering ENGLE/SF2K1/M#9073 HO 1-10-11 HO 6-10-3 TC 9-11-0 2x4 B 5x4 6 K 3x3 J 6-10-3 3x6 F /J G :H C 2x4 3x4 5x6 4x6 W:800 HGR R:2247 R:2247 U: 415 U: 510 BC 9-11-0 9-11-0 ALL PLATES ARE LOCK20 Scale: 0.304" = 1' Robbins Engineering, Inc./Online Plus - Hz = -221 C 2248 511 3- 8 2-10 Online Plus -- Version 18.0.014 Hz = 347 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.17 2x 4 SP42 BC 0.54 2x 6 SP42 WB 0.89 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-11- 0 BC Cont. 0- 0- 0 9-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Standard Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' BC V 187 187 0.0' 9.9' Plus 5 Wind Load Cases) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- F -J 0.15 1738 C 0.02 0.13 J -K 0.17 1231 C 0.01 0.16 K -B 0.16 127 C 0.00 0.16 --------Bottom Chords --------- G -1 0.31 197 T 0.00 0.31 I -H 0.54 1559 T 0.20 0.34 H -C 0.53 1106 T 0.14 0.39 ------------- Webs ------------- G -F 0.27 1698 C WindLd F -I 0.56 1760 T I -J 0.14 543 T J -H 0.18 624 C H -K 0.58 1876 T K -C 0.89 1893 C C -B 0.27 105 C WindLd LL Defl -0.02" in I -H L/999 TL Defl -0.05" in I -H L/999 Shear // Grain in H -C 0.62 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gat, Gross Area Plate - RHS 20 Gat, Gross Area it Type Plt Size X Y JSI F LOCK 3.Ox 6.0 0.5 Ctr 0.99 K LOCK 5.Ox 4.0-0.9-0.4 0.98 I LOCK 5.Ox 6.0-1.0-1.2 0.90 H LOCK 4.Ox 6.0 1.0-1.4 0.92 it React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL Lbs Lbs In-Sx In-Sx NOTES AND SYMBOLS SHEET FOR G 2248 415 8- 0 2-10 ADDITIONAL SPECIFICATIONS. Robbins Engineering. Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering . Portrait 3/232006 7:20:03 AM Page 1 NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Provide connection to bearing for 347 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Prevent truss rotation at all bearing locations. 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 1893 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, M CAUTION M 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 Pl-Hl Left OH Right OH I Engineering MK1 T3A 3 TR 70800 6 1- 2- 0 1- 2- 0 ENGLE/SF2K1/M#9073 HO 4-3 Ho 4-3 • *TC 1-2-0 3-10-0 3-10-0 1-2-0 4x4 6 2-3-3 3x10 2x4 2x4 A C D 1{ 2x4 W:400 W:308 R: 363 R: 461 Cant:l- 4- 0 U: 66 U: 90 BC 7-8-0 7-8-0 ALL PLATES ARE LOCK20 Scale: 0.629" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.14 2x 4 SP-#2 BC 0.29 2x 4 SP-#2 WB 0.05 2x 4 SP-#3 WG --- 2x 8 SP-SS Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 8- 0 BC Cont. 0- 0- 0 7- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 364 67 4- 0 1- 0 Hz = -36 Robbins Engineering, Inc./Online P1us- C 462 91 3- 8 1- 0 Hz = 37 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.13 256 C 0.00 0.13 B -C 0.14 270 C 0.00 0.14 --------Bottom Chords --------- * -D 0.29 228 T 0.03 0.26 D -C 0.17 228 T 0.03 0.14 ------------- Webs ------------- D -B 0.05 178 T LL Defl -0.01" in A -D L/999 TL Defl -0.02" in A -D L/999 Shear // Grain in D -C 0.20 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 270 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus*" 01996-2006 Version 18.0,014 Engineering - Portrait 3/23/2006 7:20:02 AM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering MK1 GE3 1 TR 70800 6 1- 2- 0 1- 2- 0 ENGLE/SF2K1/M#9073 • HO 4-3 HO 4-3 TC 1-2-0 3-10-0 3-10-0 1-2-0 4x4 2-3-3 6 *2x4 E H 2A4/ / I ..I I" Imo, \\2C4 SC 6-4-0 1-4-0 7-8-0 ALL PLATES ARE 1.00A20 See Joint E For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 BC 0.13 2x 4 SP-#2 GW 0.03 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 8- 0 BC Cont. 0- 0- 0 7- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 Cont. Brg 0- 0- 0 to 6- 4- 0 805 190 Hz = 37 Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -E 0.06 109 T 0.02 0.04 E -B 0.05 94 T 0.01 0.04 B -H 0.06 92 T 0.01 0.05 H -C 0.07 111 T 0.02 0.05 --------Bottom Chords --------- * -F 0.09 9 C 0.00 0.09 F -G 0.13 0 T 0.00 0.13 G -I 0.13 0 T 0.00 0.13 I -C 0.07 89 C 0.00 0.07 ----------Gable Webs---------- F -E 0.02 146 C G -B 0.03 211 C I -H 0.02 155 C LL Defl 0.00" in G -I L/999 TL Defl 0.00" in G -I L/999 LL Cant 0.00" in I -C L/999 Shear // Grain in I -C 0.24 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: Robbins Engineering. Inc./Online Plus' 0 1996.2005 Version 18.0.014 Engineering -Portrait 3/2312006 7:20:02 AM Pagel Scale: 0.629" = 1' FBC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 211 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. M CAUTION M 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 SF2K1 MV4 1 vLM. SB 40000 6 0 0 ENGLE/SF2K1/M#9073 2-0-0 HO 2-0-0 TC 4-0-0 2x4 BC Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.08 2x 4 SP42 BC 0.14 2x 4 SP42 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 4-0-0 4-0-0 ALL PLATES ARE L0CR20 Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.08 42 C 0.00 0.08 --------Bottom Chords --------- A -C 0.14 0 T 0.00 0.14 ------------- Webs ------------- C -B 0.01 90 C WindLd LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.23 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC it React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003,and FBC 2004 Cont. Brg 0- 0- 0 to 4- 0- 0 (section 1607.1), 20.0 psf. 335 56 Hz = 87 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering. Inc./Online Plus- 01996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:04 AM Page 1 Scale: 0.757" = 1 Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 90 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Puan Type Span Pl-H1 Left OH Right OH Engineering SF2K1 MVZ1 vLMA. ss 20000 6 0 0 ENGLE/SF2Kl/M#9073 HO 1-0-0 TC 2-0-0 6. 2x4 Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.00 2x 4 SP42 WB 0.00 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) 1-0-0 BC' z-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 13 C --------Bottom Chords --------- A -C 0.00 0 T ------------- Webs ------------- C -B 0.00 36 C WindLd LL Defl 0.00" in C -C L/999 TL Defl 0.00" in C -C L/999 Shear // Grain in C -B 0.03 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Checked for NonConcurrent 200 Trusses Manufactured by: Lbs Moving Point Load applied East Coast Lumber at Panel Points and Mid -panel Analysis Conforms To: on BC FBC2004 Design checked for LL on BC it React Uplft Size Req'd per BOCA (section 1606.2.3), Lbs Lbs In-Sx In-Sx IBC/IRC-2003,and FBC 2004 Cont. Brg 0- 0- 0 to 2- 0- 0 (section 1607.1), 20.0 psf. 254 24 Hz 31 Design checked for 10 psf non - concurrent LL on BC. Robbins Engineering, Inc./Online Plus" 01996.2005 Version 18.0 014 Engineering - Portrait 3/23/2006 7:20:05 AM Pagel Scale: 0.859" = 1' Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 36 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ ''SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF2K1 V4 1 VL. SB 40000 6 0 0 ENGLE/SF2K1/M#9073 TC 2-0-0 2-0-0 6 4x4 1-0-0 2x4r". 2x4 BC 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Scale: 0.888" = 1' Robbins Engineering, Inc./Online Plus- LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Online Plus -- Version 18.0.014 Shear // Grain in A -B 0.03 RUN DATE: 22-MAR-06 DL Defl 0.00" at L/999 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.01 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 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), Jt React Uplft Size Req'd IBC/IRC-2003,and FBC 2004 Lbs Lbs In-Sx In-Sx (section 1607.1), 20.0 psf. Cont. Brg 0- 0- 0 to 4- 0- 0 Design checked for 10 psf non- 221 46 Hz = 13 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main ----------Top Chords---------- Wind -Force Resistance System. A -B 0.00 74 C Wind Speed: 120 mph B -C 0.00 74 C Mean Roof Height: 15-0 --------Bottom Chords--------- Exposure Category: B A -C 0.01 0 T 0.00 0.01 Occupancy Factor : 1.00 Robbins Engineering, Inc./Online Plus- 019%-2005 Version 18.0.014 Engineering - Portrait 3/23Q006 T20'05 AM Page 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 74 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job MKI Mark HJI an 1 Type MONO Span 140004 P1-H1 Left OH 4.243 1- 9- 3 Right OH 0 Engineering ENGLE/SF2K1/M#9073 NO 1-10-7 NO 6-9-15 TC 1-9-3 14-0-4 ` 2x4 8 4.243 3x3 K 3x4 S1 3x3 J 6-9-15 2x4 G !v H - C 3x3 #20G-RHS-5X10 3xI 3 W:1105 W:108 R:1122 R:1223 U: 123 U: 334 BC 14-0-4 . 14-0-4 EXCEPT AS SHOWN ALL PLATES ARE LOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.305" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.72 2x 4 SP-#2 BC 0.80 2x 4 SP-#2 WB 0.68 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 14- 0- 4 BC Cont. 0- 0- 0 14- 0- 4 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' 14.0' BC V 0 10 0.0' 14.0' TC V 0 0 0.0' 70 53 14.0' BC V 0 0 0.0' 0 18 14.0' 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- Lbs Lbs In-Sx In-Sx H 1122 113 11- 5 1- 5 Hz = 281 C 1224 335 1- 8 1- 7 Hz = 453 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -J 0.36 53 T 0.01 0.35 J -S1 0.35 959 C 0.00 0.35 S1-K 0.72 862 C 0.00 0.72 K -B 0.72 153 C 0.00 0.72 --------Bottom Chords--------- H -I 0.74 945 T 0.14 0.60 I -C 0.80 744 T 0.07 0.73 ------------- Webs ------------- H -G 0.02 154 C WindLd H -J 0.50 1167 C J -I 0.04 162 T I -K 0.12 375 T K -C 0.68 1059 C C -B 0.29 368 C WindLd LL Defl 0.07" in H -I L/999 TL Defl -0.14" in I -C L/999 Shear // Grain in K -B 0.55 DL Defl -0.12" at I 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 C# RES 5.Ox10.0-1.6-0.1 0.35 # = Plate Monitor used REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. it React Uplft Size Req'd NOTES: Robbins Engineering. Inc./Online PIUSTM ®1996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:49:29 AM Page 1 Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 452 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 1167 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mirk Quan Type Span P1-H1 Left OH Right OH Engineering MK1 HJ7 1 MONO 91013 4.243 1- 7-13 0 ENGLE/SF2K1/M#9073 HO 3-14 HO 3-9-14 TC 1-7-23 9-10-13 2x4 B A� 4.243',,. 2x4 E W 108 3-9-14 : 288 106 3x3 A C 3x3 W:1105 W:108 R: 501 R: 397 U: 88 U: 37 BC 9-10-13 9-10-13 ALL PLATES ARE LCCR20 Scale: 0.468" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.54 2x 4 SP-#2 BC 0.92 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-10-13 BC Cont. 0- 0- 0 9-10-13 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 9.9' BC V 0 10 0.0' 9.9' TC V -40 -30 0.0' 45 34 9.9' BC V 0 -10 0.0' 0 11 9.9' Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 502 89 11- 5 1- 0 Hz = -94 B 288 107 1- 8 1- 0 Hz = 193 C 398 37 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -E 0.54 714 C 0.00 0.54 E -B 0.54 113 T 0.00 0.54 --------Bottom Chords --------- A -C 0.92 721 T 0.13 0.79 ------------- Webs ------------- E -C 0.29 770 C C -B 0.07 0 T WindLd LL Defl -0.24" in A -C L/443 TL Defl -0.36" in A -C L/292 Shear // Grain in E -B 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 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: 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 770 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus"' 0 19%-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:08 AM Page 1 Job Marx Quan Type Span Pi -Hi Left OH Right OH Engineering MK1 HJ7A 1 MONO 90906 4.243 1- 9- 3 0 ENGLE/SF2K1/M#9073 HO 1-10-7 Ho 5-3-15 TC 1-9-3 9-9-6 2x4 pi B 41.243 g1 3x3 j 108 : 291 IN 100 5-3-15 2x4 F G " C 2x4 H 2x4 3x3 W:1105 W:108 R: 555 R: 358 U: 126 U: 55 BC 9-9-6 9-9-6 ALL PLATES ARE LOCK20 Scale: 0.372" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.46 2x 4 SP42 BC 0.49 2x 4 SP-#2 WB 0.25 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 9- 6 BC Cont. 0- 0- 0 9- 9- 6 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' 9.8' BC V 0 10 0.0' 9.8' TC V -40 -30 0.0' 44 33 9.8' BC V 0 -10 0.0' 0 11 9.8' Robbins Engineering, Inc./Online Plus - it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx G 555 127 11- 5 1- 0 Hz = -170 B 292 100 1- 8 1- 0 Hz = 270 C 359 55 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- F -I 0.40 435 C 0.00 0.40 I -B 0.46 171 T 0.00 0.46 --------Bottom Chords --------- G -H 0.39 146 T 0.00 0.39 H -C 0.49 432 T 0.05 0.44 ------------- Webs ------------- G -F 0.05 321 C WindLd F -H 0.14 459 T H -I 0.04 143 T I -C 0.25 518 C C -B 0.15 0 T WindLd LL Defl -0.03" in H -C L/999 TL Defl -0.04" in H -C L/999 Shear // Grain in I -B 0.32 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. 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 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 Robbins Engineering. Inc./Online Plus- 01996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:08 AM Page 1 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: 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 518 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. M CAUTION M READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark uan Type Span Pl-H1 Left OH Right "ineering Q MK1 EJr 0 5 MONO 91100 6 1- 3- 0 0 ENGLE/SF2Kl/M#9073 HO 1-10-11 HO 6-10-3 TC 1-3-0 9-11-0 • 2x4 B 6 3x3 I j 6-10-3 3x3 F G C 2x4 H 3x3 3x3 W:700 HGR R: 498 R: 399 U: 49 U: 142 BC 9-11-0 9-11-0 ALL PLATES ARE LOCK20 Scale: 0.304" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.35 2x 4 SP42 BC 0.42 2x 4 SP42 WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9-11- 0 BC Cont. 0- 0- 0 9-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx G 499 49 7- 0 1- 0 Hz = -225 C 400 143 3- 8 1- 0 HE = 352 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- F -I 0.35 303 C 0.00 0.35 Robbins Engineering, Inc./Online P1us- I -B 0.35 138 C 0.00 0.35 --------Bottom Chords --------- G -H 0.36 200 T 0.00 0.36 H -C 0.42 288 T 0.03 0.39 ------------- Webs ------------- G -F 0.06 377 C WindLd F -H 0.09 306 T H -I 0.05 163 T I -C 0.21 368 C C -B 0.29 145 C WindLd LL Defl 0.02" in G -H L/999 TL Defl -0.03" in H -C L/999 Shear // Grain in I -B 0.25 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 351 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 377 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc,/Online PIUSTM 01996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:09 AM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering MK1 EJ7 1 ENDJO 70000 6 1- 2- 0 0 ENGLE/SF2Kl/M#9073 HO 4-3 HO 3-10-3 TC 1-2-0 7-0-0 B 6 y� W:108 3-10-3 R: 209 U: 89 3x6 2x4 A �i C X W:800 W:108 R: 377 R: 245 U: 39 U: 2 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.481" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.51 2x 4 SP42 BC 0.64 2x 4 SP42 WG --- 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) Robbins Engineering, Inc./Online P1us- C 246 2 1- 8 1- 0 Hz = 86 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- A -B 0.51 59 C 0.00 0.51 --------Bottom Chords--------- A-C 0.64 85 T 0.00 0.64 LL Defl -0.08" in A -C L/898 TL Defl -0.18" in A -C L/411 Shear // Grain in A -B 0.24 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 378 39 8- 0 1- 0 Design checked for LL on BC Hz = 126 per BOCA (section 1606.2.3), B 209 90 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 Robbins Engineering, Inc./Online Plus" 01996.2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:09 AM Page 1 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 59 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job ,SF2K] Mark EJ7A Quan Type 14 ENDJO Span P1-H1 61100 6 Left OH Right OH 1- 3 - 0 0 Engineering ENGLE/SF2K1/M#9073 HO 1-10-12 HO 5-4-3 TC, 1-3-0 6-11-0 8 6 W:108 R: 222 U: 114 5-4-3 2x4 E G- F 2x4 C W:800 W:108 R: 380 R: 239 U: 10 BC 6-11-0 _. 6-11-0 _ ALL PLATES ARE LOCK20 Scale: 0.378" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.59 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.04 2x 4 SP43 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11- 0 BC Cont. 0- 0- 0 6-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- C 240 10 1- 8 1- 0 Hz = 118 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.59 72 C 0.00 0.59 --------Bottom Chords--------- F -C 0.68 118 T 0.00 0.68 ------------- Webs ------------- F -E 0.04 261 C 0.04 0.00 LL Defl -0.08" in F -C L/874 TL Defl -0.16" in F -C L/453 Shear // Grain in E -B 0.29 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 F 380 0 8- 0 1- 0 OH Loading Hz = 168 Soffit psf 2.0 B 223 115 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online Plus- 01996.2005 Version 18.0.014 Engineering • Portrait 3/23/2006 7:20:10 AM Page 1 per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 261 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD, FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job MK1 Mark CJ9 Quan Type 2 MONO Span Pl-Hl 81100 6 Left OH Right OH 1- 3- 0 0 Engineering ENGLE/SF2K1/M#9073 HO 1-10-11 HO 6-4-3 TC 1-3-0 8-11-0 B 2x4 I 6 W:108 3x3 R: 241 J U: 105 105 6-4-3 2x4 F G 2x4 H C 3x3 W:800 W:108 R: 460 R: 259 U: 103 U: 43 Be 8-11-0 8-11-0 ALL PLATES ARE LOCR20 Scale: 0.326" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.77 2x 4 SP-#2 BC 0.75 2x 4 SP-#2 WB 0.08 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8-11- 0 BC Cont. 0- 0- 0 8-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load 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 G 461 103 8- 0 1- 0 Hz = 204 B 242 105 1- 8 1- 0 Hz = 143 C 260 43 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- RobbinsEngineering, Inc./Online P1us- F -J 0.28 41 T 0.01 0.27 J -I 0.77 105 T 0.00 0.77 I -B 0.77 133 T 0.00 0.77 --------Bottom Chords --------- G -H 0.75 205 T 0.02 0.73 H -C 0.56 0 T 0.00 0.56 ------------- Webs ------------- G -F 0.01 53 C WindLd G -J 0.08 304 C J -H 0.08 293 C H -I 0.07 243 T WindLd LL Defl -0.16" in G -H L/598 TL Defl -0.34" in G -H L/282 Shear // Grain in J -I 0.33 DL Defl 0.00" at L/999 Hz Disp LL DL TL it B 0.05" 0.05" 0.11" Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FEC2004 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 304 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:10 AM Page 1 Job Mark Puan Type Span Pl-H1 Left OH Right OH Engineering SF2KI CJ72 ENDJO 61100 6 1- 3- 0 0 ENGLE/SF2K1/M#9073 HO 1-10-11 HO 5-4-3 TC 1-3-0 6-11-0 B 6 W:108 R: 222 U: 114 5-4-3 2x4 E F 2x4 C W:800 W:108 R: 380 R: 239 U: 10 BC 6-11-0 6-11-0 ALL PLATES ARE LOCK20 Scale: 0.378" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.59 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11- 0 BC Cont. 0- 0- 0 6-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- C 240 10 1- 8 1- 0 Hz = 118 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.59 72 C 0.00 0.59 --------Bottom Chords --------- F -C 0.68 118 T 0.00 0.68 ------------- Webs ------------- F -E 0.04 261 C 0.04 0.00 LL Defl -0.08" in F -C L/874 TL Defl -0.16" in F -C L/453 Shear // Grain in E -B 0.29 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 F 380 0 8- 0 1- 0 OH Loading HE = 168 Soffit psf 2.0 B 223 115 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online Plus' 01996-2005 Version 18.0.014 Engineering - Ponrail 3/23/2006 7:20:11 AM Page 1 per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 261 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK, 4. DESIGNER: JLW Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering SF2K] CJS 2 ENDJO 50000 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 HO 4-3 HO 2-10-3 TC 1-2-0 5-0-0 6 2-10-3 W:308 R: 153 U: 66 2x4 A W:800 W:108 R: 300 R: 230 U: 31 BC 5-0-0 5-0-0 ALL PLATES ARE LOCA20 Scale: 0.603" = 1' Robbins Engineering, Inc./Online Plus - Hz = 61 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-MAR-06----------Top Chords ---------- A -B 0.27 44 C 0.00 0.27 CSI -Size- ----Lumber------------Bottom Chords--------- TC 0.27 2x 4 SP42 A -C 0.43 61 T 0.00 0.43 BC 0.43 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 0- 0 BC Cont. 0- 0- 0 5- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in A -B 0.19 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 300 32 8- 0 1- 0 Design checked for LL on BC Hz = 90 per BOCA (section 1606.2.3), B 153 67 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 231 0 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0,014 Engineering - Portrait 3/23/2006 7:20:11 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 44 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-HI Left OH Right OH I Engineering MK1 CJSA 4 ENDJO 41100 6 1- 3- 0 0 ENGLE/SF2K1/M#9073 4-4-3 HO 1-10-11 TC 1-3-0 HO 4-4-3 4-11-0 B 8 i9 !8 W:800 W:108 R: 304 R: 227 U: 12 BC4-11-0 4-11-0 ALL PLATES ARE LOCK20 Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.29 2x 4 SP-#2 BC 0.45 2x 4 SP42 WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4-11- 0 BC Cont. 0- 0- 0 4-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- C 227 13 1- 8 1- 0 Hz = 94 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.29 54 C 0.00 0.29 --------Bottom Chords --------- F -C 0.45 93 T 0.00 0.45 ------------- Webs ------------- F -E 0.03 184 C 0.03 0.00 LL Defl -0.02" in F -C L/999 TL Defl -0.04" in F -C L/999 Shear // Grain in E -B 0.20 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 F 305 0 8- 0 1- 0 OH Loading Hz = 131 Soffit psf 2.0 B 160 88 1- 8 1- 0 Design checked for LL on BC Robbins Engineering. Inc./Online Plus- 019%-2005 Version 18.0.014 Engineering -Portrait 3I23/2005 7:20:12 AM Pagel Scale: 0.441" = 1' per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 184 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engi,reeri,rg MK1 CJ3 2 ENDJO 30000 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 HO 4-3 HO 1-10-3 TC 1-2-0 3-0-0 6 1-10-3 J 2A A C W :108 R: 91 U: 40 W:800 W:108 R: 262 R: 218 U: 24 Bc 3-0-0 3-0-0 ALL PLATES ARE LOCK20 Scale: 0.643" = 1' Robbins Engineering, Inc./Online Plus - Hz = 36 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-MAR-06----------Top Chords ---------- A -B 0.10 26 C 0.00 0.10 CSI -Size- ----Lumber------------Bottom Chords --------- TC 0.10 2x 4 SP-#2 A -C 0.22 36 T 0.00 0.22 BC 0.22 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in A -C L/999 TL Defl -0.01" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FBC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 262 25 8- 0 1- 0 Design checked for LL on BC Hz = 53 per BOCA (section 1606.2.3), B 92 40 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 218 0 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering. Inc./Online Plus- 01996-2005 Version 18.0.014 Engineering -Portrait 3/23/2006 7:20:12 AM Pagel Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 26 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job SF2K1 Ma=k C,13A Quan Type 4 ENDJO Span 21100 P1-H1 6 Left OH Right 1- 3- 0 0 "ineering ENGLE/SF2K1/M#9073 HO 1-10-11 Ho 3-4-3 TC1-3-0 2-11-0 B 6 X 2x4 E 3-4-3 t W:108 R: 96 U: 63 F 2x4 MC W:800 W:108 R: 267 R: 215 U: 18 BC'. - 2-11-0 2-11-0 - ALL PLATES ARE LOCK20 Scale: 0.528" = 1' Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP42 BC 0.24 2x 4 SP-#2 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2-11- 0 BC Cont. 0- 0- 0 2-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- C 215 18 1- 8 1- 0 Hz = 69 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.09 37 C 0.00 0.09 --------Bottom Chords --------- F -C 0.24 68 T 0.00 0.24 ------------- Webs ------------- F -E 0.01 107 C 0.01 0.00 LL Defl 0.00" in F -C L/999 TL Defl 0.00" in F -C L/999 Shear // Grain in F -C 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber it React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 F 267 0 8- 0 1- 0 OH Loading Hz = 95 Soffit psf 2.0 B 96 64 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:13 AM Page 1 per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 107 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. M CAUTION M 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 SF2 I CJI 2 ENDJO 10000 6 1- 2- 0 0 ENGLE/SF2K1/M#9073 10-3 Ho 4-3 HO 10-3 TC 1-2-0 1-0-0 6 C 2x4 A % W:108 R:', .48 U:10 14:800 14:108 R: 235 R: 205 U: 18 U: 1 BC 1-0-0 1-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Hz = 11 Online Plus -- Version 18.0.014 Membr CSI P Lbs Axl-CSI-Bnd RUN DATE: 22-MAR-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 10 T 0.00 0.04 BC 0.04 2x 4 SP42 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 0- 0 BC Cont. 0- 0- 0 1- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) LL Defl 0.00" in F -C L/999 TL Defl 0.00" in F -C L/999 Shear // Grain in A -C 0.06 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 NOTES: Lbs Moving Point Load applied Trusses Manufactured by: at Panel Points and Mid -panel East Coast Lumber on BC Analysis Conforms To: FEC2004 Jt React Uplft Size Req'd OH Loading Lbs Lbs In-Sx In-Sx Soffit psf 2.0 A 235 19 3- 8 1- 0 Design checked for LL on BC Hz = 16 per BOCA (section 1606.2.3), B 48 10 1- 8 1- 0 IBC/IRC-2003,and FBC 2004 C 205 2 1- 8 1- 0 (section 1607.1), 20.0 psf. Robbins Engineering, Inc./Online Plus- 0 1996-2005 Version 18.0.014 Engineering - Portrait 323/2006 7:20:13 AM Page 1 Scale: 0.716" = 1' Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 6 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION M READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering SF2K1 CJ1A 4 ENDJO 1100 6 1- 3- 0 0 ENGLE/SF2K1/M#9073 Online Plus -- Version 18.0.014 RUN DATE: 22-MAR-06 CSI -Size- ----Lumber---- TC 0.03 2x 4 SP-#2 BC 0.05 2x 4 SP42 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 0-11- 0 BC Cont. 0- 0- 0 0-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC s0 1-10-11 BO 2-4-3 TC 1-3-0 11-0 6 2x4 J X 2-d-3 W:108 R: 34 U: 52 2x4 W:800W:308 R: 244t: 203 U: 531: 45 BC 11-0 11-0' ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- C 203 46 1- 8 1- 0 Hz = 44 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -B 0.03 26 C 0.00 0.03 --------Bottom Chords --------- F -C 0.05 43 T 0.00 0.05 ------------- Webs ------------- F -E 0.01 33 C 0.00 0.01 LL Defl 0.00" in F -C L/999 TL Defl 0.00" in F -C L/999 Shear // Grain in F -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area 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 Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 F 245 53 8- 0 1- 0 OH Loading Hz = 58 Soffit psf 2.0 B 35 52 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, tnc.10nline Plus- 0 1996.2005 Version 18.0.014 Engineering - Portrait 3/23/2006 7:20:14 AM Page 1 Scale: 0.609" = 1 per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 33 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF2K1020 HI1 2 HHIP 100700 6 1- 3- 0 0 ENGLE/SF2K1020/M#6449 HO 1-10-11 HO 5-4-3 TC 1-3-0 6-11-0 3-8-0 4x4. 3x4 B C 6 / 5-4-3 / 3x3 F G, A %D 2x4 2x4 W:400 W:e00 R: 756 R: 918 U: 124 E U: 233 3x8 BC 10-7-0 10-7-0 ALL PLATES ARE LOCK20 Scale: 0.353" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.71 2x 4 SP-#2 BC 0.62 2x 4 SP-#2 WB 0.35 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 7- 0 BC Cont. 0- 0- 0 10- 7- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 Load Case # 1 Girder Loading Lumber Duration Factor 1.25 Plate Duration Factor 1.25 plf - Live Dead From To TC V 40 30 0.0' 10.6' BC V 0 10 0.0' 10.6' TC V 49 37 6.9' 9.6' TC V -40 -30 9.6' 10.6' BC V 0 12 7.1' 9.6' BC V 0 -10 9.6' 10.6' BC V 273 273 7.1' CL-LB Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, it React Uplft Lbs Lbs A 757 124 D 918 233 Inc./Online Plus - Size Req'd In-Sx In-Sx 4- 0 1- 0 Hz = -183 8- 0 1- 1 Hz = 275 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.71 599 C 0.00 0.71 B -C 0.31 545 C 0.00 0.31 --------Bottom Chords --------- A -E 0.62 158 T 0.00 0.62 E -D 0.43 196 T 0.00 0.43 ------------- Webs ------------- A -F 0.10 623 C WindLd F -E 0.17 560 T E -B 0.12 316 C E -C 0.31 982 T D -C 0.35 908 C WindLd LL Defl -0.07" in A -E L/999 TL Defl -0.11" in A -E L/999 Shear // Grain in B -C 0.36 DL Defl -0.12" at E L/920 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 C LOCK 3,0x 4.0-0.5 Ctr 0.85 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 Robbins Engineering. Inc /Online Plus- 01996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 8:46:32 AM Page 1 Analysis Conforms To: FBC2004 Girder Half Hip Framing King Jacks Jack Open Faced Setback 6-11- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 908 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering SF2K1020 HI1A 2 HHIP 100700 6 1- 3- 0 0 ENGLE/SF2K1020/M#6449 HO 1-10-11 HO 6-4-3 TC 1-3-0 8-11-0 1-8-0 4x4 3x3 B C LJ 3x3 F 6-4-3 2x4 G A 0 3x3 E _ 2x4 3x6 W:400 W:800 R: 525 R: 423 U: 65 U: 155 SC 10-7-0 10-7-0 ALL PLATES ARE LOCK20 Scale: 0.325" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- TC 0.29 2x 4 SP42 BC 0.73 2x 4 SP-#2 WB 0.29 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 7- 0 BC Cont. 0- 0- 0 10- 7- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 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 525 66 4- 0 1- 0 Hz = -211 D 423 156 8- 0 1- 0 Hz = 328 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- G -F 0.29 60 T 0.01 0.28 Robbins Engineering, Inc./Online Plus- F -B 0.28 140 C 0.00 0.28 B -C 0.05 119 C 0.00 0.05 --------Bottom Chords --------- A -E 0.73 294 T 0.03 0.70 E -D 0.66 234 T 0.00 0.66 ------------- Webs ------------- A -G 0.02 125 C WindLd A -F 0.18 392 C F -E 0.13 252 C E -B 0.08 165 C E -C 0.17 540 T D -C 0.29 542 C WindLd LL Defl -0.17" in A -E L/665 TL Defl -0.27" in A -E L/432 Shear // Grain in E -D 0.34 DL Defl -0.12" at E L/920 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 E LOCK 3.Ox 6.0 0.5 Ctr 0.77 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 OH Loading Soffit psf 2.0 Provide connection to bearing for 328 Lbs Horiz Reaction Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 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 542 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. M 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- 01996.2005 Version 18.0.014 Engineering - Portrait 3/23/2006 6:46:32 AM Page 1 Job MK1020 Mark VI8 Quan Type Span P1-H1 Left OH Right OH 1 VL. SB 180800 6 0 0 Engineering ENGLE/SF2K1020/M##6449 TC' 9-4-0 9-4-0 _ 4x4 B a_ 6 *2x4 D G 4-5-0 3x4 3x4 Ate- ., C E Sl F H 3x4 BC 18-5-0 18-8-0 ALL PLATES ARE LOCK20 Sea Joint D For Typical Gable Plate Size and Placement Scale: 0.351" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.20 2x 4 SP-#2 BC 0.25 2x 4 SP42 GW 0.05 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 18- 8- 0 BC Cont. 0- 0- 0 18- 8- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 18- 8- 0 1394 287 Hz = 94 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -D 0.20 59 C 0.00 0.20 D -B 0.20 71 C 0.00 0.20 B -G 0.20 71 C 0.00 0.20 G -C 0.20 59 C 0.00 0.20 --------Bottom Chords --------- A -E 0.23 0 T 0.00 0.23 E -S1 0.19 0 T 0.00 0.19 S1-F 0.19 0 T 0.00 0.19 F -H 0.25 0 T 0.00 0.25 H -C 0.23 0 T 0.00 0.23 ----------Gable Webs---------- E-D 0.05 311 C F -B 0.05 194 C H -G 0.05 311 C LL Defl 0.02" in A -E L/999 TL Defl 0.02" in H -C L/999 Shear // Grain in A -E 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. 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 311 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus'" 01996-2005 Version 18.0.014 Engineering . Portrait 3/23/2006 8:46:33 AM Page 1 Job Mark uan Type Span P1-H1 Left OH Right OH Engineering Q SF2K1020 V16 1 VL . SB 160000 6 0 0 ENGLE/SF2K1020/M#6449 TC 8-0-0 B-0-0 4x4 B y* 6 *2x4 D G 4-0-0 3x4 R 3x4 A C E F H BC 16-0-0 16-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0,406" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.15 2x 4 SP-#2 BC 0.26 2x 4 SP42 GW 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 16- 0- 0 BC Cont. 0- 0- 0 16- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online P1us- A -D 0.15 61 C 0.00 0.15 D -B 0.15 75 C 0.00 0.15 B -G 0.15 75 C 0.00 0.15 G -C 0.15 61 C 0.00 0.15 --------Bottom Chords --------- A -E 0.15 0 T 0.00 0.15 E -F 0.26 0 T 0.00 0.26 F -H 0.26 0 T 0.00 0.26 H -C 0.15 0 T 0.00 0.15 ----------Gable Webs---------- E-D 0.04 270 C F -B 0.04 203 C H -G 0.04 270 C LL Defl 0.01" in H -C L/999 TL Defl 0.01" in H -C L/999 Shear // Grain in A -E 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: Cont. Brg 0- 0- 0 to 16- 0- 0 East Coast Lumber 1181 243 Hz 76 Analysis Conforms To: FBC2004 Membr CSI P Lbs Axl-CSI-Bnd Design checked for LL on BC ----------Top Chords---------- per BOCA (section 1606.2.3), Robbins Engineering, Inc./Online Plus- 019W2005 Version 18.0.014 Engineering - Portrait 3/23/2006 8:46:33 AM Page 1 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 270 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering SF2K1020 V12 1 vL . SB 120000 6 0 0 ENGLE/SF2K1020/M#6449 3-0-0 Ic 6-0-0 4x4 6-0-0 E F N 8C 12-0-0 12-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.14 2x 4 SP-#2 BC 0.25 2x 4 SP-#2 GW 0.04 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 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 Cont. Brg 0- 0- 0 to 12- 0- 0 861 177 Hz = 53 Membr CSI P Lbs Axl-CSI-Bnd Robbins Engineering, Inc./Online Plus- ---------- Top Chords ---------- A -D 0.14 42 C 0.00 0.14 D -B 0.14 83 C 0.00 0.14 B -G 0.14 83 C 0.00 0.14 G -C 0.14 42 C 0.00 0.14 --------Bottom Chords --------- A -E 0.18 0 T 0.00 0.18 E -F 0.25 0 T 0.00 0.25 F -H 0.25 0 T 0.00 0.25 H -C 0.18 0 T 0.00 0.18 ----------Gable Webs---------- E-D 0.04 263 C F -B 0.03 199 C H -G 0.04 263 C LL Defl 0.02" in E -F L/999 TL Defl 0.02" in E -F L/999 Shear // Grain in D -B 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: FBC2004 Scale: 0.531" = 1' Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 263 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "BCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering. InclOnline Plus` 0 1996-2005 Version 18.0.014 Engineering - Portrait 3/2312006 8:46:34 AM Page 1 jot) Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF2K.1020 V8 1 VL. SB 80000 6 0 0 ENGLE/SF2K1020/M#6449 TC 4-0-0 4-0-0 4x4 6 2-0-0 2x4 2x4 D •2x4 X. BC 8-0-0 8-0-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.719" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.07 2x 4 SP-#2 BC 0.13 2x 4 SP-#2 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc./Online P1us- Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- * -B 0.07 62 C 0.00 0.07 B -C 0.07 62 C 0.00 0.07 --------Bottom Chords --------- A -D 0.13 0 T 0.00 0.13 D -C 0.13 0 T 0.00 0.13 ----------Gable Webs---------- D -B 0.02 145 C LL Defl 0.01" in D -C L/999 TL Defl 0.01" in D -C L/999 Shear // Grain in A -D 0.21 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Checked for NonConcurrent 200 Lbs Moving Point Load applied NOTES: at Panel Points and Mid -panel Trusses Manufactured by: on BC East Coast Lumber Analysis Conforms To: it React Uplft Size Req'd FBC2004 Lbs Lbs In-Sx In-Sx Design checked for LL on BC Cont. Brg 0- 0- 0 to 8- 0- 0 per BOCA (section 1606.2.3), 541 112 Hz 33 IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Robbins Engineering. Inc /Online Plus"' 01996-2005 Version 18.0.014 Engineering . Portrait 3/23/2006 8:46:34 AM Page 1 Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 145 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-81 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF2K1020 V4 1 1 vL. ss a0000 6 0 0 ENGLE/SF2K1020/M#6449 TC 2-0-0 2-0-0 • 1-0-0 6 4x4 2x4 / \a$s� \/ \ 2x4 ,�e;,�1 , y� a Boa �t, i:cSsr r u��.. �, yE �, BC 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Online Plus -- Version 18.0.014 Shear // Grain in A -B 0.03 RUN DATE: 23-MAR-06 DL Defl 0.00" at L/999 CSI -Size- ----Lumber---- TC 0.00 2x 4 SP-#2 BC 0.01 2x 4 SP-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI B LOCK 4.Ox 4.0 Ctr-1.0 0.33 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: Plus 6 Wind Load Case(s) FBC2004 Plus 1 UBC,LL Load Case(s) Design checked for LL on BC per BOCA (section 1606.2.3), Jt React Uplft Size Req'd IBC/IRC-2003,and FBC 2004 Lbs Lbs In-Sx In-Sx (section 1607.1), 20.0 psf. Cont. Brg 0- 0- 0 to 4- 0- 0 Design checked for 10 psf non- 221 46 Hz = 13 concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main ----------Top Chords---------- Wind -Force Resistance System. A -B 0.00 74 C Wind Speed: 120 mph B -C 0.00 74 C Mean Roof Height: 15-0 --------Bottom Chords--------- Exposure Category: B A -C 0.01 0 T 0.00 0.01 Occupancy Factor : 1.00 Robbins Engineering, Inc./Online Plus"' 0 1996-2005 Version 18.0.014 Engineering - Portrait 3123/2006 8:46:35 AM Page 1 Scale: 0.888" = 1' Building Type: Enclosed Zone location: Exterior TC Dead Load 7,0 psf BC Dead Load 3.0 psf Max comp, force 74 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job SF2K1020 Mark HJ7A Quart 2 Type Span P1-H1 MONO 90906 4.243 Left OH Right OH 1- 9- 3 0 Engineering ENGLE/SF2K1020/M#6449 Bo 1-10-7 So 5-3-15 TC 1-9-3 9-9-6 2x4 8 4.243! 41 4N 3x3 D :108 289 99 5-3-15 2x4 E A C 2x4 2x4 W:511 14:108 R: 502 R: 367 U: 126 U: 55 BC 9-9-6 9-9-6 ALL PLATES ARE LOCK20 Scale: 0.364" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.45 2x 4 SP42 BC 0.63 2x 4 SP-SS WB 0.17 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 9- 6 BC Cont. 0- 0- 0 9- 9- 6 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' 9.8' BC V 0 10 0.0' 9.8' TC V -40 -30 0.0' 44 33 9.8' BC V 0 -10 0.0' 0 11 9.8' 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 503 127 5-11 1- 0 Hz = -170 B 289 100 1- 8 1- 0 Hz = 269 C 367 56 1- 8 1- 0 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- E -D 0.39 26 T 0.00 0.39 D -B 0.45 170 T 0.00 0.45 --------Bottom Chords --------- A -C 0.63 298 T 0.02 0.61 ------------- Webs ------------- A -E 0.01 14 C WindLd A -D 0.16 366 C D -C 0.17 359 C C -B 0.15 0 T WindLd LL Defl -0.36" in A -C L/309 TL Defl -0.54" in A -C L/203 Shear // Grain in A -C 0.34 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by East Coast Lumber Analysis Conforms To: FBC2004 Girder King Jack Loading TC and BC Setback 6-11- 0 OH Loading Soffit psf 2.0 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Use properly rated hangers for loads framing into girder truss. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: S 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 366 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Robbins Engineering, Inc./Online Plus- C 1996-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 8:45:35 AM Page 1 Job SF2K1020 Mark EJ7A Quan Type 4 ENDJO Span P1-H1 61100 6 Left OH Right OH 1- 3- 0 0 Engineering ENGLE/SF2K1020/M#6449 HO 1-10-11 HO 5-4-3 TC1-3-0 6-11-0 B 6 W-108 R: 222 U: 114 5-4-3 2x4 D M A 2x4 C W:400 W:108 R: 380 R: 239 U: 10 DC, 6-11-0 6-11-0 ALL PLATES ARE LOCK20 Scale: 0.378" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.59 2x 4 SP-#2 BC 0.68 2x 4 SP42 WB 0.04 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-11- 0 BC Cont. 0- 0- 0 6-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind'Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- C 240 10 1- 8 1- 0 Hz = 118 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.59 72 C 0.00 0.59 --------Bottom Chords --------- A -C 0.68 118 T 0.00 0.68 ------------- Webs ------------- A -D 0.04 261 C 0.04 0.00 LL Defl -0.08" in A -C L/921 TL Defl -0.16" in A -C L/478 Shear // Grain in D -B 0.29 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 Gal, 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 Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 380 0 4- 0 1- 0 OH Loading Hz = 168 Soffit psf 2.0 B 223 115 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc/Online Plus- ®1996.2005 Version 18.0,014 Engineering - Portrait 3/23/2006 8:46:36 AM Page 1 per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 261 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. M CAUTION M 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 SF2K1020 Mark CJ5A j Quan Type 4 ENDJO Span P1-H1 41100 6 Left OH Right OH 1- 3- 0 0 Engineering ENGLE/SF2K1020/M#6449 HO 1-10-11 HO 4-4-3 J TC 1-3-0 4-11-0 B 6 ' �p R, W:108 2x4 R: 159 4-4-3 D U: Be A Lig 2x4 0 C W:400 W:108 R: 304 R: 227 U: 12 BC 4-11-0 4-11-0 ALL PLATES ARE LOCK20 Scale: 0.441" = 1' Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.29 2x 4 SP-#2 BC 0.45 2x 4 SP-#2 WB 0.03 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4-11- 0 BC Cont. 0- 0- 0 4-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc-1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC Robbins Engineering, Inc./Online Plus- C 227 13 1- 8 1- 0 Hz = 94 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.29 54 C 0.00 0.29 --------Bottom Chords --------- A -C 0.45 93 T 0.00 0.45 ------------- Webs ------------- A -D 0.03 184 C 0.03 0.00 LL Defl -0.02" in A -C L/999 TL Defl -0.04" in A -C L/999 Shear // Grain in D -B 0.20 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. 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 Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 305 0 4- 0 1- 0 OH Loading Hz = 131 Soffit psf 2.0 B 160 88 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online Plus"' 0 19%-2005 Version 18.0.014 Engineering - Portrait 3/23/2006 8:46:36 AM Page 1 per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 184 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH I Engineering SF2KI020 CJ3A 4 ENDJO 21100 6 1- 3- 0 0 ENGLE/SF2K1020/M#6449 3-4-3 Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-#2 BC 0.24 2x 4 SP42 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2-11- 0 BC Cont. 0- 0- 0 2-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1,10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Case(s) Plus 1 UBC LL Load Case(s) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC HO 1-10-11 HO 3-4-3 TC 1-3-0 2-11-0 8 06 i3 W:400 W:108 R: 267 R: 215 U: 18 BC! 2-11-0 2-11-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online P1us- C 215 18 1- 8 1- 0 Hz = 69 Membr CSI P Lbs Axl-CSI-End ----------Top Chords ---------- D -B 0.09 37 C 0.00 0.09 --------Bottom Chords --------- A -C 0.24 68 T 0.00 0.24 ------------- Webs ------------- A -D 0.01 107 C 0.01 0.00 LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.16 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Gar Gross Area it Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber it React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 267 0 4- 0 1- 0 OH Loading Hz = 95 Soffit psf 2.0 B 96 64 1- 8 1- 0 Design checked for LL on BC Robbins Engineering, Inc./Online Plus- 01996.2005 Version 18.0.014 Engineering - Portrait 3123/2006 8,46:37 AM Page 1 Scale: 0.528" = 1' per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp. force 107 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 & 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering SF2KI020 CJ1A 4 ENDJO 1100 6 1- 3- 0 0 ENGLE/SF2K1020/M#6449 4 Online Plus -- Version 18.0.014 RUN DATE: 23-MAR-06 CSI -Size- ----Lumber---- TC 0.03 2x 4 SP-#2 BC 0.05 2x 4 SP42 WB 0.01 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 0-11- 0 BC Cont. 0- 0- 0 0-11- 0 Loading Live Dead (psf) TC 20.0 15.0 BC 0.0 5.0 Total 20.0 20.0 40.0 Spacing 24.0" Lumber Duration Factor 1.25 Plate Duration Factor 1.25 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 5 Wind Load Cases) Plus 1 UBC LL Load Cases) Checked for NonConcurrent 200 Lbs Moving Point Load applied at Panel Points and Mid -panel on BC 2-4-3 Ho 1-10-11 HO 2-4-3 TC1-3-0 11-0 6. 3 4 2 W:400 W:108 R: 244 R: 203 U: 53 U: 45 Sc.. 11-0 it-0 ALL PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus- C 203 46 1- 8 1- 0 Hz = 44 Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords ---------- D -B 0.03 26 C 0.00 0.03 --------Bottom Chords --------- A -C 0.05 43 T 0.00 0.05 ------------- Webs ------------- A -D 0.01 33 C 0.00 0.01 LL Defl 0.00" in A -C L/999 TL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.17 DL Defl 0.00" at L/999 Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area 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 Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx FBC2004 A 245 53 4- 0 1- 0 OH Loading HE = 58 Soffit psf 2.0 B 35 52 1- 8 1- 0 Design checked for LL on BC Robbins Engineering. Inc./Online Plus- 01996-2005 Version 18.0.014 Engineering -Portrait 3/23/2006 8:46:37 AM Pagel Scale: 0.609" = 1' per BOCA (section 1606.2.3), IBC/IRC-2003,and FBC 2004 (section 1607.1), 20.0 psf. Design checked for 10 psf non - concurrent LL on BC. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 15-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load 7.0 psf BC Dead Load 3.0 psf Max comp, force 33 Lbs Quality Control Factor 1.00 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY MAURICE A. SHASHOUA, P.E.#EB5251 6 19554 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "SCSI-B1 SUMMARY SHEET" BEFORE HANDLING , INSTALLING & BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: JLW -6-0 39-4-0 7-4-0 20--0-0 1-4-0 6-4-0 13-0-0 STANFORD 2000 ELEVATION # 1 WITH BAY IN ACCORDANCE MATH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST LUMBER IS THE 'TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE MATH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEM NT 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 ENGINEERIN( DEPARTMENT APPROVES THEM IN ADVANCE. 8-0-0 PLATE HT. 10-0-0 PLATE HT. 1 1-6-0 PLATE HT 12 6( _'- 1-10-3 0-4-3 14" 18"j DRAWN BY: ACJ DESIGN CRITERIA COUNTY: - CODE: FBC- ASCE 7 LOADING: TILE MWF SPEED: 120 MP H. SCALE: 1 /8' = 1'-0' EXPOS CATEGORY = B MEAN HEIGHT: 15'-0' IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLOSED TRUSS SPACING 24' 0-C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC UVE: 40psf TC LIVE: 20psf TC DEAD: 1 psf TC DEAD: 15psf BC UVE: OOpsf BC U%E: OOpsf BC DEAD: 05psf BC DEAD: 05psf OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC do FRC NON -CONCURRENT BC LL lUpsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 16071.27 FRC TABLE R301:4(NOTE B,G,H) NON -CONCURRENT BC MOVNC LL 2000 FBC TABLE 1607.1.31 DEFINITIONS MNF = MAN NAND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = UVE LOAD OL = DEAD LOAD psf = POUNDS PER SOUARE FOOT = POUNDS �'111 HJ7A CJ1A I CJ3A 0 0 CJ5A CD EJ7A STANFORD 2000 1OX20 PORCH MA CJ1A CAA 0 CJSA o i O E J 7 A 1-10-3 Nil IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST LUMBER IS THE 'TRUSS DESIGN ENGINEER'. TRUSSES ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004. NOTE: BY APPROVING THIS PLACEMENT PLAN, THE CUSTOMER ACKNOWLEDGES THAT THIS PLACEMENT COMPLIES MATH THE STRUCTURAL INTENT OF THE PROJECT. ® OFFICE: AVOCADO (321)254-E1581 LBFAX: (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. 10-0-0 PLATE HT 12 61 _- 14 g' DRAWN BY: ACJ ACAD BY: KSM DESIGN CRITERIA COUNTY: _ CODE: FBC—ASCE 7 LOADING: TILE MW SPEED: 120 M.P.H. SCALE: 1/8' = 1'-0' EXPOSURE CATEGORY = B MEAN HEIGHT: 15'-0' IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED FLOOR GRAVITY LROOF TC LIVE: 40pst TC LIVE: ZOpsf TC DEAD: 1Opst TC DEAD. 15psf BC LIVE: OOpsf BC LIVE: ODpsf BC DEAD: 05psf BC DEAD: 05psf OUR FACTOR: 1.00 OUR FACTOR: 1.25 ADDITIONAL LOADS PER FBC & FRC NON —CONCURRENT BC LL 10psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B,C,H) NON —CONCURRENT BC MOVING LL 200# FBC TABLE 1607.1.31 DEFINITIONS MWF = MAIN HAND FORCE TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT # = POUNDS J J r 1 JNA i Vf r AAI SIJ' n_ _ .AA. Otl-k TO =c IN Jl^.DR At 2 GAy. NljM E r c tI* ,0 Ti L 1c ta/ TIOI 7KA K� A TAC�aN ,, C'.,C ancTE_ 3 FOURT1O 7 r _<)WN :.3 `0 J;'mz 0O01 i A H E SH LL _ <S 'Tv:=ECr,p:JS �� li4-r G W. 5/16 x '^'-0'.v; 3LOCt: - PAWL r I SECTION r= r ^F 2r'-12. LOCK �CLr_ 5/16 x 1-1/2 ,0 IN CO4Q!r;ST,ON rC',;Ctil_Uv_ ROvEG p SLrr -a.. V4P,CN1s C JZE cj I S' I to X8 I t'),XB CART y. PA771ERN OF SO iGN P. Ur I 25 0 I ; Sr+OwN A ,'PNAi" I Jl_�I FiE cUR� I <D.0 PA;TEF.r,: OF' n 375 L c c c I ��j "J taG ,< JAftB LOAD 60.0! 66 �11 -GUSED. 7�7� NaY =- j5 TO=SIGN STINGS SHQwN, c T_NSION SrR;.uOc IL ?_LZS /r i Ij i 00 I 10p0 i USE THIS ^PACK=. REF. P/N 40=95<_0002. Or, HIGH 'DOES N1 Y. 6 wlNCpu MAY 9E INSTALLED IN THE TOP SE +ON OR THE SECTION GdfdE�laT_; v B.L^a" THE i:P ' - � �_CTI N TH._ STRUT P_AC_uE'JT CN DOORtS CON3.?UZTEG wr-is 5 OR MOPE SECTIONS )JUST CONSISTENT w'TIJ -y� DOOR SHOWN Tr," S=C IOtIS ARE T c STRJTS FOR THE ADDITIONAL ;N7 :RME:)1AT-� tC THE * 0 PACED A; SHOWN ON THE THIRD SECTION. R OLC=D ?Y SAC ,d NT D1M_N$fON ON ALL SECTY)Nc LESS THAN 2O.bt2' ML'Si THE DL F_P_rCE B T+%LEN Tri_ A;•TUAL SECTION H_!GHT 3 20.512-. 605911-0001 IS A 1/4 DIA x 5/5LONG Tr?L A.2 11=X HEAD M= SAL SC-.W 12 POST TO 6E INSTALLED ONLY WHEN HIGH V.1IJi) WARNINGS ISSUED. 13 STRUT PLACEMENTS C1.N vAPY _3". i< OVANTITY FOR LOCKS CAN aE 0, 1. OR 2_ /-2" X 5' .WD00 JAMB 2" X 4- WOOD JAMS "D- OR EOUIVALENT ^'OPIZOjI TP.ACK COUrrERSALANCE i 17 R OPTIONAL SPLICE IN -HORIZONTAL TRACK AT TOP OF RADIUS 40=?6G-DOG2 L GOS964-ODO2 a7 O45150-0003 `..00 - 40-954-0001 STANDAP•p TP,ACt< %T4i=GP 16 SCALE. i; 16- = }- NUM OF cXTRA; I FKTS PER SIDE 7�6RKT E' cRKT LOCaT10NSII -7 vh UUQR PRE__Ur_ _ o r,Gp __� i D002 PR.OrE MU TIPU_D -j � 9168 2 L9; VIEW G TP.ACr DOOR VOTImi j G_rrt•Ec STILE rr;{� jTILE 1 RQiL ? Sri.. f ! c ACv ._ _ � + �'rU_ S/___CT rc I I !SO END P. DETAIL SCALE I /a (16' WIDE) 407505-0004 "G' TYP 2 PLCS TYP2 -O003 TYP 2 PLCS 407 605 -0003 , TYP 2 PLCS 404828-0003 TYP 2 PLCS 400850-OG07 —� Hs- , s-1 TYP 3 PLACES 407605-0002 TYP 2 PLCS 40=828-0003 TYP 2 PLCS 405771-ODot 401:825-0003 ROt , I YEPTfC-L 7R:Zy IJAMEM- GAZE Ga Go I — _ 1I :iD N =a=r rCi mi i ! A i P -rr r •? -a HILL T►,1 c�7s —=0i+0)J F±xTURE REVisioN L I" vo 4 Y F t� I �-- � rn �'� WE;THERSEAL BOTTOM ?AR ` SECTION "C-C" 5CAL_. ,/ 2 REVIEWED MAR 1 4 2003 SEMINOLE COUNTY PLANS EXAMINER -CENTER SnL_.' P/N a08680-000a,5.6 a (3 PLCS) 407603-00DI (9 PLCS) 2,.5, t2 <Q -POST ` r" I•� _ _ P/N 409327-G001 16 -C MAX WIDTH - - =C�771_0002 _ - SC..._ SEE NOTE c I 1 TOP FIXTUPE END HINGE i1 1 THr,. SECTIp-- 4 SCALE: 1/, (7'-0 _,iIDWN) 3'- D' MAY HEIGHT vcN F vnr .1QPuAAWNIt;, �'M.DTH<�. INFpR4Ai)Orl CDMATN<"n. I'-tP.£h+ FF,c TN_ t$t P _ QR W C CQ1tTi N i i r THIc uAY NOT OE "RGPRETA .N 9E COPIED L ANY u Nn Gr xv� OR W-GRUATION1 t PanP_P;. Q ?Fa- �^--_- �-- IQK IS PJITNDEQ iO OPERATE Ic < rIr ' O� DI._.OS_G TG <N OtIE ut C QZ Trr PR D QGQ'' OR-rR .DUI --N=: Oi AIT .GRQ-TON Tu U�- 1 i r11. WRItiE.N �-- - OR ANY ?, __ ??05_ C l -r_Nr 0 %17Hou7 T,,+?,,.+•,,.C�_ c. —_=— r•.�, \ W� Dr C NUMerps. _ 25 Nc y-a"EA"0�'7q. `---- XX c,z-mrz"5...,w„ aNOLr_ .O10 SORE ph c t OLE: A_ ,t I AnG• ITS ,' -- N_laTED C6uPANl � 'Tlth's-uPAwInIG l• OP.ST0kr NO DISC OSUP Wc2'!.10 .Cb : yr - QGr _ O ?DF.AIiCiN. �, � y` �In10LDtp °Oi 2'G/381, 02/ S/ g` t 0 r.Ax IJ 'r"/.' iz Rtj .e. 1 v_•�vn„ 1p w C I r^, t0 STr, - 1 1` r 2- 0 �1 ?j32 P/N 409308—0001. TOP-XT!JPF Ai,ACH TO Do../R WITH< sC?,_Ws P/N 5059,t-Drool 4093H-0001 Pi ,:- HASP .0575 R F. 1 0 0 0 0 °.00 0 0 L—5.00 409331-0001 PLATE ;_) 00R LEVATIDN POST .i;$Y SHOVANG FLOOR PLATE CST Sy V_RTIC/., 2 9/32 ;--- I 000 3 3/t6 0 0 000 -t-.070 MIN 1 7/15 P/N 407603-0001. CENTER, HINOF ST_cE DOOF.$ - ATTACH TO DOOR WITH 4 SCREWS P/N 605911-DOD, —ANCHOR MUSHROOkt HEAD 2.7F,5 //` 156 DIA Y, r I _375 CIA N_r /N 608069—DnC 1 Pll f �6.25 — I t.i; 0 0 O I f LOOP PLA-, I -- 6 P/ra �0837c_,J01 { IV,1;// r, DOOF f i � II =i U.:IJ THK X �I IJT PART 11UM3Er I MIN.THK, 1 STRUT 400E50-3001f .fl3G I H$_) 400c50-00041 .020 I HS-0 I 1 0 0 o I-2 t/)5- 0 Loj 4 2 11/32- P/N 409334-0( 1.09) MIN JO 1 , SI IOf- I)(.,K ASSY Loo GE n CD IMU N 2 7/ 16"----_�i COUNTY BUILDING 9/32 P/N 4D�771 -xXXX SOT. FIXTURE L ' '/�_ 070 "I'lliN� H. I F0/ OR 180/28290/390 SER1Ec - I I ATTACH TO DOOR, WITH I H 'C 3 SCREWS P/N 60S9tt-GOGt °2 t/2- 3 3P S O ° U sco#� �/N .to? MIN --�_ 6405964 & 046430, BRACKET. SC,4B P/N 407605—,.,xxx END. HINGE REST 4AST PLAN ST.EL DOOP,S ?ART. NUMBER I V W 1 -1.1- 405964-DOOI 13_t; a .es 046450-0003 4' t.t5 R�EVI E y r ED_ 135 �d "/° i 3/a'—r._� t6D a SCREWS F/NATTACH TQ DOOR 5059t t�0001 MAR 1 4 2003 f 2 O 4,° SEMINOLE COUNTY 3/8- ) -- I PLANS EXAMINER F::] 3--) t.ao I-Jr;-- ---� I P/N 40596a-00'oaMIN -4 — IO2 RACK,rI SCAB JOINT I I - -a4 .44 LND CAP PAN 404898-0003 R 409018-G004,5.6 ROWER, r; ASSY TP,-1 cENr_= sn+= TP.-1 ROr_ cR LOAD: 50 L2S uax. P/N 40868E-0004. .o I I I 1.25 �-1F--.787 2.5E isioN 1 --{ RcF REV - O 1 u O 4.00 I — S/FEW PIN 605911-GOol OF. f � P/N 6C5879-0001(S.ir-DRILLING) .375 P/N cIJ - �_ 4 HOB g SECTION "0 G s = z� -0001 SUPPb { ,1 5' wrDE D00Rs) ,IuSIN4FTO f- ii`°pPOR•MN.A.�Inj DUAT .fDND7uNc�n -F!f-: NTsN•'0op.-p It: IA YTa YU.;ANCNOEN�FIGG_i nJ0l1;5A_AS � tICEH_% 02 AI 1G-E rluk+5_?5. _ 25 y 1 DuZ✓SC< K r. t •J'JK I vR °i u_ Gs�..w wrr_I NG_ _ _ - -- I HOLE- L TO FF.CF_n1Y �i: ov.- ON. w?THOUTN COF r, F0: ur. R -p CONSENT N'17HOLR Tr.= ems. K.YGUN'_ n C,:w DOOR • T7iC-0rc-wlR^ S�D�Ur_-or W!r 5/37 .aSr °OST ! C p n