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HomeMy WebLinkAbout306 Willowbay Ridge St 05-3208 New SFHC7 0 PERADDRESS SUBDIVISIONS p lYI- CONTRACTOR ADDRESS PHONE NUMBER Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 — 407- 661-2176 CGC 049689 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE PERMIT # QS " y2) DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE \ O WI M k ro06*M is+' City of 'S`anford Certificate of Occupancy This is to certify that the building located at 306 Willowbay Ridge St for which permit number 05- 3208 has heretofore been issued on July 01, 2005 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: F Ortiz Engineering & Planning: G. Hyatt Public Works: J. Crumpton Utilities: R. Blake Fire Department: Centex Homes Property Owner Date 12/ 13/05 12/ 15/05 12/ 12/05 12/ 21/05 Conditions ( if blank, no conditions apply) V1 '(,, 12/21 /05 Building Official Date CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION DATE: PERMIT #: ADDRESS: Single Family Residence**** 12- 05-3208 306 Willowbay Ridge St CONTRACTOR: Centex PHONE #: George 321-229-6514 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering (Fire Public Works Utilities lZoning Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION Single Family Residence**** DATE: 12/09/05 PERMIT #: 05-3208 ADDRESS: 306 Willowbay Ridge St CONTRACTOR: Centex PHONE #: George 321-229-6514 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineei ublic V DUtilities Fire lZoning Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION s r rr Single Family Residence**** iR r ! ! r r 6- DATE: 12/09/05 r r PERMIT #: 05-3208 ti Lr'J r' s`r.• ADDRESS: 306 Willowbay Ridge St CONTRACTOR: CentexLJJ 1 y PHONE #: George 321-229-6514 r w w The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering Fire Public Works Zoning r ti (Licensing dl06- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1Q01' CITY OF SANFORD Address Misc. Information Inquiry 12/13/05 11:10:17 Location ID . . . . . . . 274735 Parcel Number . . . . . 22.19.30.503-0000-2770 Alternate location ID . . Location address . . . . 306 WILLOWBAY RIDGE ST Primary related party . . Type options, press Enter. 5=View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information PRESERVE AT LAKE MONROE PHASE 2 SW DEV FEE $1700.00 WA DEV FEE $650.00 BP05-3208 PD 7-6-05 SEE REC#7861 3/4"WA METER SET FEE $190.00 PD 7-8-05 REC#7861 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200E ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A- PROPERTY OWNER INFORMATION For Insuranoe Company Use: BUILDING OWNER'S NAME Policy Number CENTEX BUILDING STREET ADDRESS pncuding Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 306 WILLOWBAY RIDGE STREET CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 277, PRESERVE Q LAKE MONROE, UNIT 2 1 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, ff necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): No - ##' - ##.#N" or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER BZ COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMINOLE FLORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B6. FLOOD ZONE(S) Zone AO, use depth of flooding) 12117CO035 E 4117195 4117/95 X NIA a iu. molcaie the source of the vase Flood wevation (W-E) data or base flood depth entered in B9. FIS Profile ® FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date 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. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al kX AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/AI-A30, AR/AH, AR/AO Complete Items C3.a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD'29 Conversion/Comments NONE Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ® No o a) Top of bottom floor (including basement or enclosure) 16. 1 fL(m) o b) Top of next higher floor 25.7 R(m) o c) Bottom of lowest horizontal structural member (V zones only) N/A. t(m) o 80 o d) Attached garage (top of slab) 15. 6 f4m) w , o e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area) 15.5 ft(m) E o f) Lowest adjacent (finished) grade (LAG) 14.7 ft(m) Z' m o g) Highest adjacent (finished) grade (HAG) 15. 3 R(m) CON 0 o h) No. of permanent openings (flood vents) within 1 R. above adjacent grade 0 o D Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001 CERTIFIERS NAME: JAMES J. JILES LICENSE NUMBER: 4997 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK FL 32789 SIGNATURE DATE TELEPHONE 12112105 (407) 426.7979 h N FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A ForinsuranoeCorrpanyUse BUILDING STREET ADDRESS (Indixfing Apt, Unit Sub, ardor Bldg. No.) OR P.O. ROUTE ANUS X NO. Policy Nurtiber 306 WILLOWBAY RIDGE WAY I . CITY STATE ZJP CODE Ca VM NAIC Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUoompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here if attachments . SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WfTHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft(m) _in.(c m) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft(m) _in.(crm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the bulling is _ ft(m) _in.(=) above or below (check one) the highest adjacent grade. (Use natural grade, If available). E5. For Zone AO one: If no flood depth number is available, is the top of the bottom floor elevated in'acoordance 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, C (Items C3.h and C3.i any), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here The statements in Sections A A G and E are corred to the best of my ImWedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIPCODE SIGNATURE DATE TELEPHONE GUMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordnance can oamplete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the aprAc able items) and sign below. G1. The information in Section C wirs taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local 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 Zorn A (without a FEMA4ssued or oommunity4ssued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. PERMfT DATE G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: — _ft(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 277, PRESERVE AT LAKE MONROE; UNIT 2 AS RECORDED IN PLAT BOOK 66, PAGES 10-11 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REOUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). TRACT A 1• ' 30' GRAPHIC SCALE STORMWATER MANAGEMENT AREA 0 13 30 50.00' S00.06'05"E 1 LOT 277 5.750 SO.FT.t , p I N I1 12;0•'. I 1 o CP : I Waa TWO STORY l LLJ a' CONCRETE BLOCK WOOD FRAME in Z L0 0 0 0 RESIDENCE nNFFINISHFLOOR 7 ELEVATION-16.10 m, Lo 0 ro 60 LOT 278 Lri ul) e b) LOT 276 DO 5. 14.3• 7 Do N Z GA COO.^:':-' VERE II t I 20.7' eq :•. eli i j: C/ 1 :' CONCAEfE------------ N .. :::• 1 16:0';••„;_ 10' UTILITY EASEMENT WALK IS • .. ..S.::S` • WALK IS _ _ — W; 0.9' OFF 1 '. ti.'.,e:•.".;:_.. .... ...:.•:; N00.06'05"W o.s' OFF I; 50.001• , In I Q,N 1 99.21' i T 329.87' — - PT sooro605 E CENTERLINE OF P1 RIGHT-OF-WAY WILLOWBAY RIDGE STREET 50' RIGHT-OF-WAY FOR THE BENEFIT AND EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 12-09-05. UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. BUILDING TIES SHOWN HEREON ARE TO UNFINISHED FORMBOARD/FOUNDATION AND ARE NOT TO BE USED TO RECONSTRUCT THE BOUNDARY LINES. 1 HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY ON THE NORTHERLY LINE OF LOT 277 IBEINGN89'53'55'E PER PLAT. FIELD DATE:) 07-21-05 SCALE: 1 = 30 FEET APPROVED BY: SJ FINAL 12-9-05 CKB FORMBOARD 08/25/0: PLOT PLAN 5/26/05 LOT FIT 8/04/04 SOO LEGEND O SET 1/2- IRON ROD AND CAPLB /6393 (12/09/05) CENTERLNE FND NAIL AND DISC RIGHT OF WAY LINE LB 168 (12/09/05) EXISTING ELEVATION FND I/2' IRON ROD AND CAP A/C AIR CONDITIONER LB /6393 (12/09/05) CONCRETE A DENOTES DELTA ANGLE P) PER PLAT C C.B. CHORD LENGTH CHORD BEARING PC DENOTES POINT OF CURVATURE CBW CONCRETE BLOCK WALL PCC POINT OF COMPOUND CURVE CNA CORNER NOT ACCESSIBLE PCP PERMANENT CONTROL POINT CID CONCRETE PAD PI DENOTES POINT OF INTERSECTION CS CONCRETE SLAB PK PARKER KALON C/W CONCRETE WALK POC POINT ON CURVE F.E.M. A. FEDERAL EMERGENCY MANAGEMENT AGENCY FND FOUND POL POINT ON LINEPRCDENOTESPOINTOFREVERSECURVATURE FLORIDA POWER AND LIGHT PRM PERMANENT REFERENCE MONUMENT ID IDDENTIENTIFICATION PSM PROFESSIONAL SURVEYOR AND MAPPER L ARC LENGTH PT DENOTES POINT OF TANGENCY LB LICENSED BUSINESS R RPRA OIUS RADIUSPOINT LS LICENSED SURVEYOR S/W SIDEWALK M) MEASURED TYP TYPICAL OHU OVERHEAD UTILITY LINE UP UTILITY PAD THIS IS A BOUNDARY SURVEY NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. JOB NO. ASM45530 DRAWN BY: G:\ ASM45\ASM45530.Awg• 12/16/2005 9:26:39 AM AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER U916393 1030 N. ORLANDO AVENUE. SUITE B WINTER PARK, FLORIDA 32789 ( 407) 426-7979 FOR THE FIRM IES JAY 'JILES= PSM #4997 DATE Permit # : ©s_1 -),D Ob Job Address: CITY OF SANFORD PERMIT APPLICATION Date: _ 0& WILLOWBAY RIDGE STREET Description of Work: CONSTRUCT CONCRETE BLOCK SINGLE FAMILY DWELLING Historic District: Zoning: Value of Work: UUN 0 2 2005 RECEIVED Permit Type: Building XX Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — It of AMPS Addition/Alteration Change of Service Temporary Pole_ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines UN 0 2 2005 Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or C mmercial Occupancy Type: Residential Commercial Industrial Total Square Footage: 0 Construction Type: # of Stories: —CZ # of Dwelling Units: —— Flood Zone: (FEMA form required for other than X) Parcelm 22-19-30-50$-0000— 971 0 (Attach Proof of Ownership& Legal Description) Owners Name & Address: CENTEX HOMES, 385 DOUGLAS AVE., STE . #2000 , ALTAMONTE SPGS . , FL 32714 Phone: 407-661-2176 Contractor Name & Address: PATRICK J . KNIGHT/CENTEX HOMES ( SAME AS ABOVE) State License Number: CG C049689 Phone & Fax: 407-661-2176/661-4089 contact Person: JACKIE CA I N E S Phone: 407-467-2643 Bonding Company: NA Address: Mortgage Lender: NA Address: Architect/Engineer: HURRICANE ENGINEERING Phone: 407-774-9003 Address: P _ 0. BOX 161613, ALTAMONTE SPRINGS. FL 32716 Fax: 407-774-8477 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 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 1 will notify the owner of the property of the requirements of FI rida Lien Law, FS 713. Signature of Owner/Agent Date Sign atur o ontractor/Agent ., PA NIGHT 1M8ERLY,4.•P401NIV" Print Owner/Agent's Name Prin Contrac r/Agent's Na 02994,• r ""' DD 4? s 3/29/202?orft a^,F Bonded thru 08 C Flori (e00)432-4254SignatureofNotary -State of Florida Date Signature of Notary -State of Florida hate da Notarygssn Inc f Owner/Agent is _ Personally Known to Me or Produced ID Contractor/Agent is XX X Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg r ^' ?— 0 y Zoning: Utilities: FD: N Initial & Date) (Initial & Date) (Initial & Date) - (Initial & Date) Special Conditions: 1 3 0 CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661 -2150 Fax: (407) 661 -4089 www.centexhomes.com SEMINOLE COUNTY BUILDING DEPARTMENT Effective immediately, and until further notice, this letter will stand as authorization for Nan Holmes, Jackie Caines or Mindy Holmes to sign permit applications and energy calculations for any lots owned by Centex Homes, obtain permits for same and receive Certificates of Occupancy, in my name and license for the subdivision and lot specified below: Subdivision: PRESERVE AT LAKE MONROE UNIT 2 Lot: 02 7 7 F> Patrick J. KnighY CG C049689 STATE OF FLORIDA COUNTY OF SEMINOLE The following instrument was acknowledged before me this . MAY 2 5 2005 by Patrick J. Knight, Division President of Centex Real Estate Corporation, a Nevada Corporation, managing general partner of Centex Homes, a Nevada general partnership for and - on behalf of said corporation. Patrick J. Knight is personally known to me and did not take an oath. Notary Public -State of Florida at Large Commission No.: My Commission Expires: p.uavon.n••.•••.••..••.••.....••••........ L KIMBERLY A ©I20WN a"""""' Commtl DD029044: 4 M; Expires 3129200e 6t® :i 3onrted -hrn 16001432-4254: Notary . 1..................... ....::. ..1 Qg eF H eyEO o o CENTEX HOMES nm In fgMmmm I am This Instrument -Prepared By: NARYA W W11M, CLERK OF CIRCUIT COURT MINOLE CUMp+ITY BK 05756 PG 1459 NAME: Debra A. Riggs -Centex Homes CLERK'S # 2005094 518 385 Douglas Avenue, Suite 2000 REMRDF.D N168/eM 18881146 AN Altamonte Springs, FL 32714 RECURDINS FEES 16.00 Permit No. RECCIRDED BY-L N6(inley aRlIFIED COPY NOTICE OF COMMENCEMENT MARYANNE MORSE CLERK OF CIRCUIT COURT SEMINOLE SEMINOLE C(TY. LORIDA STATE OF FLORIDA BY COUNTY OF ORANGE DEPUTY CLERK THE UNDERSIGNED hereby gives notice that improvements will be made to certain )e luN 0 8 2W5 property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT , PRESERVE AT LAKE MONROE UNIT 2 Plat Book 66 Pages 10 & 11 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 2. General Description of Improvement: SINGLE FAMILY DWELLING 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE-SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 4. Contractor: e3%'Douglas TEX HOMES Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 Surety: N/A Amount of Bond: N/A 6. Lender: N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 Fax: (407) 661-4089 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is specif, d) OR Debra A. Rig oa_ OFFICE MANAGER FOR CENTEX HOMES. 385 DOUGLAS AVENUE SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME TWS UUN 0 7 2005 BY DEBRA A . RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION - fMA 2728 HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. 1910 51YE"S. Mzj 8I7:•........•.•••.•.•• nn...... JACKIE CAINES Com mJl DD0252902poV,, ' 9 Exrgms 1121/2008 Bonded 111- (900)432-4254.. uunW". FIodde Nft ym.....................•...I Am., is Inc COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-76967 DATE: BUILDING PERMIT NUMBER:.. •', ," (CITY) COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ZONE:. JURISDICiION: 91TX Ot SANfORD•, SEC: „ TWP : ; R iG : * a PARCEL: SUBDIVISION:. ° . , _ TRACT: PLAT BOOK- PLAT BOOK PAGE: r! BLOCK: LOT: OWNER NAME: - ADDRESSr- APPLICANT SAME: ADDRESS: LAND USE CATEGORY:' 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE. BENEFIT RATE PEE UNIT RATE PER $ i TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit 705.00 1 t 705.00 ROADS COLLECTORS NORTH 0 dwl unit i 142.00 1 142.00 LIBRARY CO -WIDE 0 dwl unit 54.00 1 54.00 SCHOOLS CO -WIDE 0 dwl unit 1.384.00 1 f 1,364.00 AMOUNT DUE 4 2,285.00 STATEMENT ' RECEIVED BY: SIGNATURE: Rr' PLEASE PRINT NAME) DATE: ROTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AMD 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*** krtk*flktFk#kttkkYRirlrw rTNGLE FAMILY BUILDING PERMIT******************** RECEIVE® OCT 2 5 2003 REVISION PERMIT # 05- 3aoef DATE 10/25/05 PROJECT ADDRESS 9© o WILLOWBAY RIDGE STREET , CONTRACTOR CENTEX HOMES PHONE # 407-467-2643 FAX # 407-327-0910 DESCRIPTION OF REVISION CHANGED TRUSS CONTRACTOR UTILITY DEPT FIRE PREVENTION PLANNING BUILDING n4lV t )o f Z77 CITY OF SANFORD PERMIT APPLICATION Permit # : Q - —O v3Z Date: Y —If _/0 S_ Job Address: 3 o(o w l,ltOLa y 9_-AQC S-t-• %Jese-rue— of Description of Work: Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing V Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Add ition/A Iteration 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 Wate Closets Plumbing Repair - Residential or Commercial ntialOccupancyType: ResideCommercial 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: Cep X jJ-onte_s Phone: Contractor Name & Address: fCo,, Fj, -?27/7- j fp State License Number: Phone & Fax: '70 7 R % `l s% / 00 ?- S %tYL Contact Person: Phone: 'O % Yyg -3?8i Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate pem- dt must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc_ OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities T water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the req ire of grida Lien Law, F4 763. Signature of Owner/Agent Date Si ture of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/ Agent is _ Produced ID Personally Known to Me or APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: X Print ntactor/ s Signature of Notary tati a 7r c,. Contractor/ Agent is Produced m Utilities: Initial & Date) — FIte M OMMISS10 4DD1164286 o, EXPIRES: November 12, 2006 30nded7hruBudgetNoePersonally Known to l" c_-F FD: Initial & Date) (Initial & Date) co Permit #: U Job Address: U ( Description of Work: Historic District: CiTY OF SANFORD PERMIT APPLICATION 3AO Dat . _ Zoning: Value of Work: S ly Permit Type: Building Electrical Mechanical ' Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of S Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential Commercial Industrial 'Total Square Footage: Construction Type: # of Stories. # of Dwelling Units: Flood Zone: (FEMA form required for other thnri R) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Phone: Contractor Name & Address: commIXESTR r tale License Numb 1 . i R t Phone & Faa: r o e etsotl: P tfe: Bonding Company: _ _- Address: Mortgage Lender: Address: Arehiteet/Eagineer: 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 perforated to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all 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 A14 ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. TICE: in addition to the requirements of this permit, there may be additional restrictions applicable to ' o that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as g districts tate agencies, or federa'1 agencies. Acceptance of permit is verification that I will notify the owner of the property of the requir of da Li FS 13. / Signature of Owner/Agent Date re otractor/ rnt to C.Sao =310E—+TC Print Owner/Agent's Name nt Can tor/ rnPs Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date DIANE CAROL TOOKMANIAN A4y COM-'AISSiOr, 4 f)') 184234 Owner/Agent is _ Personally Known to Me or Contractor/Agent isKrtbiS6iRii9i2e oraaty 11, 2007 Produced ID Produced ID p: F•• B MWOd Thor Notary FV* UndenirBerS APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: _ Initial & Date) (britiai A Date) (Initial a Date) (Initial &. Elate) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : t l Date: Job Address: U3 1 1 Lot It: (9-1:1 Description of work: New Single Family Residence Historic District: Zoning: Value of Work: S Permit Type: Building Electrical p X Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS i l Addition/Alteration Change of Service Temporary Pole New Mechanical: Residential Non -Residential Replacement (Duct Layout &Energy Calc. Required) Plumbing/ New Commercial: # oixtures # of Water & Sewer Lines # of Gas LinesfF Plumbing/New Residential: # of W 3r Closets Plumbing Repair — Residential or Commercial occupancy Type: Residential %/ Commercial Industrial Total Square Footage: FEMA form wired for other than X) Construction Type: # of Stories: a— # of Dwelling Units: Flood Zone: ( re q Parcel Attach Proof of Ownership & Legal Description) Owners Name & Address: CentexHomes 385 Douglas Avenue Suite 2000 Altamonte Springs FL 32714 Phone: 407-661-2150 Contractor Name & Address: Approved Electric Co of Florida 4874 S. Orange AV mue Orlando Florida 32806 State License Number: EC)002494 Phone & Fax: Fax 407-851-1226 Contact Person: John Findlay Phone: 407-851-1220 Bonding Company: Address: Mortgage Lender:_ Address: Architect/Engineer Address: 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 pennit and that all work will be ELECTRICAL WORK, performed to meet standards of all laws regulating construcion in thisWELLS, POOLS, FURNACES, BOILERS, HEATERS,TSANKS,tand AIRStand that a separate permit must be secured for 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 regulatingconstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition io the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of thiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Phone: Fax: Acceptance of permit is verification that I will notify the owner of the property of the requirements FS 71 Signature of Owner/Agent Date Print Owner/Agenes Nume Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID Agen— Date 5%a Q Charles W. Cannon Pr' Contractor/Agent's Name gnatu a of otary- ate of l64-"' fy Public State of Florida Patricia A Kadlac My Commission DD403373 Contractor/Agent is Pe now9)t&WWW/2009 Produced APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditio emit R : f 3 /09 b address: ascription of Work: - f- r t c District: Zoning: Dote: 4 1 a - a. 7 -7 vziue of Work: S_4,50. cc tston ermit Type: Building Etecztcal Meciianica Plumbing Fire SonnkletyAlarm Pool aectrirai: letiv Service —a of AMPS AdditioniAlteration Change of Service Temporary Pole Aechanicak Residential Non -Residential Replacement Ne.v (Duct Layout 8 Enag}r C (c. Required) slumbing New Commercial: ; of Fixtures of Water A Sever Lines T of Gas Lines of Water Closets Repair — Residential or C.ammercial PlumbingiNew Residential: Occupancy Type: Residential Commercial lnduswW Total Square Footage: Construction Type: R of Stories: T of Dwelling Units: Flood Zone. (FVMA form required for other than Yl Parcelfj ( Anacb Proof of ownership & Legal Description) y ! C S i is :l 4 /4 s f1': a rat finle era Owners Name .fc Address:/ SD/r / S r/ - 2 7 1 L/ phone.. Lf P ri - - A tit / Crla.,d c Contractor Name & Address: YZ n Phone & Fax: Contact Person: Bonding Company: Address: Mortgage Lender: - Address: Architect/Engineer: FCQcc s`i Slue License NumberN ier- fU M` Coy Phone: Phone: Fax: Address: t) p!ication is :tcrcbv made to obtain a permit to do the work and installations s indicated. I certfy that no work or installation has commenced prior to tie thatallworkwillbe ?a- -formed to stet: standards at ail laws regulating construction in tnis Jurisdie:ion. I understand that a separate issuanceOf! pemtt and a..rmn must 'ac secured for ELECTRICAL WORK. PLJMBING. SIGNS. `HELLS. POOLS. FUP-14ACES. BOILERS. HE.aTERS. TANKS. and AIR CONOlT10NER5. e:e. AIRCONTIONEVITcIeniry that all orthe foregoing information is accurate and that all work will be done in comoiiance with all applicable !aws regularing cnnstruc:son and zoninv,. WARNING TO Ov IER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCE`t1ENT . AY RESULT IN YOL•R PAY1, rwICE. FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN A rORNEY BEFORE RECORDING YOUR NOTIC= OF COMMEVCEVIEvT. in addition to the requirements of this permit. there may be additional restrictions applicable to this property :hat may be Found in the public records of totscounty. and :here may be additional permits required from other governmentai entities such s water management districts. sate agencies. or federal agennes. acceptance ni permit is verification that I wiii nntify the owner of the property of the euuirements of Florida Lien Law. FS "13// jtgnaturc of OwneaAuent Date Sivnawre at c:oragent Date print OwnevAucrtt•s Name Signature ni utan•jtace of Fonda OtvnertA % v:nt :s _ Ptnonaily Kno uroduced IC APPROVED BY: Bldg: t intuat X. LJutc: acc= i Conditions: TRACIE KI W Date eryPt- Stetl3 21. f M 00 1 Lontr- c:ovAge-t :5 _ Pe anall} K-o,vn :n `Ae or Prauuccd ID of 7untr. g: _allots: FD Inutat u valet Inuu Oatet Intuat L .:et Date O-'? 7 POWER OF ATTORNEY I hereby name and appoint 1-4 r r me r. of RANGER AMERICAN to be my lawful attorney in fact to act for me and apply to the 61 Building Department for a LOW VOLTAGE permit For work performed at a location described as: 0 Section Township Range Subdivision: 3, / l `OLJ UuV P114 Addres of Property) Owner of Property) Lot c2 7 7 Block and sign my name and do all the things necessary to this appointment. JAMES D. OLIVER Type or Print Name of Certified Contractor Signature of Certi - Contractor Tree T The foregoing instrument was acknowledge before me this day of is personally known o me/or who produced As identification and who did not take oath. Commission 4 sty Commission Expires: Uo1 TRp. sttate u Flo o Noffih Pu ExP res 0 V, 2 C°mm DDcoffboon —..IV f Florida of D i Notary MiTek' RE: 3514D - LJAT-'LTJ MiTek Industries, Inc. 1801 Massaro Blvd. Tampa, FI 33619 Phone: 813/675-1200 Site Information: Fax: 813/675-1148 Project Custnmer: Centex Homes Project Name: LMR Lot/Block: Zl"( Subdivision: LAKE MONROE Address: 9rertg City: rtdosc..,L State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2001ITP12002 Design Program: MiTek 20/20 6.2 Wind Code: ASCE 7-98 Wind Speed: 120 mph Design Method: Main Wind Force Resisting System ASCE 7-98 Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Job ID# Truss Name Date No. Seal# Job ID# Truss Name Date 1 T1696156 3514D AH11 8/15/OS 118 T1696173 3514D CJ5 18/15/05 12 IT1696157 13514D JAH13 18/15/05 119 IT1696174 13514D JEJ7 18/15/05 13 T1696158_13514D JAH15 18/15/05 120 IT1696175 13514D IHJ7 18/15/05 1 14 IT1696159 13514D JAH15A 18/15/05 121 IT1696176 13514D IM1 18/15/05 .1 15 IT1696160 13514D IAH17 18/15/05 122 IT1696177 13514D 1M2 18/15/05 16 IT1696161 13514D JAH17A 18/15/05 123 IT1696178 13514D 1MGE 18/15/05 17 IT1696162 13514D JAH19 18/15/05 124 IT1696179 13514D 1V01 18/15/05 J 18 I T1696163 13514D IAH19A 18/15/05 125 I T1696180 13514D IV02 18/15/05 1 19 I T1696164 13514D JAH7 18/15/05 126 I T1696181 13514D IV03 18/15/05 1 110 I T1696165 13514D 1AH7A 18/15/05 127 I T1696182 13514D IV04 18/15/05 1 111 I T1696166 13514D JAH9 18/15/05 1 J 1 1 J 1 112 I T1696167 13514D JAH9A 18/15/05 113 I T1696168 13514D 113 18/15/05 14 I-T1696169 13514D 113GE 18/15/05 115 IT1696170 13514D JBGR 18/15/05 116 IT1696171 13514D ICJ1 18/15/05 117 IT1696172 13514D 1CJ3 18/15/05 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by CTX Builders Supply -Plant City, FL. Truss Design Engineer's Name: Zhang, Guo-jie My license renewal date for the state of is February 28, 2007. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this componen for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. August 15,2005 1 of 2 Zhang, Gu -ji Job TrUSi ype LMR273 ' T1696156 3514D AH11 T."' u, 2 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industrilas, Inc. Mon Aug 15 09:10:53 2005 Page 1 11-04 8-" 11-0-0 16.9-5 22.6.11 28.4-0 31-4-0 39-4-0 104 i 1 t 1.0-0 B-0-0 3.041 5-9.5 5-9-5 5-9-5 3-0-0 8-" 1-0-0 Stale = 1:70.3 5x6 MII20= 3x4 M1120= 5x6 MII20= 3x4 M1120= 3x6 M1120= 5.00 12 2x4 M1120\\ 4 5 6 7 8 2x4 MII20// 3 9 1 2 0 1011 3x8 M1120= 3x8 M1120= 16 15 14 13 12 Overhang to3x8M1120= 3x6 M1120= 3x4 M1120= 3x8 M1120= be cut off 3xB M1120H= In field. O-V 11-0-0 19-8-0 28-4.0_ 1 39.4-0 t o-0-0 10.11.8 8-8-0 8-8-0 11.0-0 Plate Offsets Y : 2:0-4-2 0-1-8 3:0-" 0-" 4:0-3-00-2-4 5:0-M 0-" 6:0-M O-M 7:0-0-0 0-0-0 8:0-3-00-2-4 9:0-" 0-0-0 10:0-4-2 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20. 0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.32 10-12 >999 240 M1120 249/190 TCDL 7. 0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.92 10-12 >511 180 M1120H 187/143 BCLL 0. 0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.17 10 n/a Na BCDL 10. 0 Code FBC2001/TPI2002 Matrix) Weight: 185lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc puffins. BOT CHORD 2 X 4 SYP 240OF 1.8E BOT CHORD Rigid ceiling directly applied or 7.4-14 oc bracing. WEBS 2 X 4 SYP No.2 REACTIONS (lb/ size) 2=1510/0-3-8, 10=1505/Mechanical Max Harz 2=130(load case 5) Max Uplift2=- 563(load case 3), 10=-558(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3037/1143, 3-4=-2763/1079, 4-5=-2527/1019, 5-6=-3047/1264, 6-7=-3047/1264, 7-8=-2539/1023, 8-9=- 2778/1084, 9-10=-3059/1152, 10-11=0/19 BOT CHORD 2-16=-973/2740, 15-16=-1116/3004, 14-1 5=-1 116/3004, 13-14=-1111/3008, 12-13=-1111/3008. 10-12=-956/2765 WEBS 3- 16=-347/355, 4-16=-256/875, 5-16=-712/373, 5-14=0/170, 7-14=0/164, 7-12=-704/370, 8-12=-260/883, 9-12=-365/364 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL= 1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2 and 558 lb uplift at joint 10. LOAD CASE( S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ce11.# 6634 August 15, 2005 A WARNING - Verf y design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety InformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, Wl 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butIVreactionsectionindicatesjoint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all p: other interested parties. O U 4. Cut members to bear tightly against each other. 0 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TP11. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss ype ty LMR273T7696157 3514D AH13 T." Uss 2 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Inoustfi8s. Inc. Mon Aug 15 09:10:54 2005 Page 1 8-0-0 P 13-" 19.8.0 I 26.4-0 31-4-0 39-4-0 401-0Q 1-00 8-0-0 5-" 6.8-0 6.8-0 5-0-0 8-0-0 1-0.0 Scale = 1:70.3 5x6 M1120= 2x4 M1120 II 5x6 M1120= 4 5 6 5.00 F12 2x4 MII2011 2x4 MII2011 3 7 dr 1 2 8 9 1g 3.8 M1120= 3x8 M1120= 14 13 12 11 10 Ovee t0 3x4 M1120= 3x6 M1120= 3x8 M1120= 3x6 M1120= 3x4 M1120= cut offoffbecube in field. 8-0.0 19A-0 31-4-0 39-4-0 0-0.8 7-11.8 it-" 11.8-0 8-0-0 Plate Offsets X Y : 2:0-4-2 0-1-8 3:0-" 0-0-0, 4:0-3-00-2-4 5:0-" 0-" 6:0-3-00-2-4 7:0-" 0-" 8:0-4-2 0-1-8 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20. 0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.35 12-14 >999 240 M1120 249/190 TCDL 7. 0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.97 12-14 >483 180 BCLL 0. 0 Rep Stress Incr YES WB 0.34 Horz(TL) 0A7 8 n/a n/a BCDL 10. 0 Code FBC2001/TP12002 Matrix) Weight: 187 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 REACTIONS (lb/ size) 2=1510/0-3-8, 8=1505/Mechanical Max Horz 2=-150(load case 6) Max Uplift2=- 536(load case 5), 8=531(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3136/1018, 3-4=-3102/1128, 4-5=-2669/1056, 5-6=-2669/1056, 6-7=-3129/1139, 7-8=-3158/1026, 8-9=0/19 BOT CHORD 2-14=-863/2808, 13-14=-741/2285, 12-13=-741/2285, 11-12=-725/2293, 10-11=-725/2293, 8-10=-842/2833 WEBS 3- 14=-345/393,4-14=-395/779,4-12=-159/637,5-12=387/336,6-12=-156/629,6-10=-405/803,7-10=-361/400 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL= 1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 lb uplift at joint 2 and 531 lb uplift at joint 8. LOAD CASE( S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.# 6634 August 15, 2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M I fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety InformationavailablefromTrussPlateInstitute, 583 D'Onofrlo Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, is always required. See BCSI1. 1 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack Q-2 C2-3 materials on Inadequately braced trusses. WEBS Qz, 4 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all For 4 x 2 orientation, locate o Of other interested parties. plates 0 - 1/16" from outside o_ , a T U 4. Cut members to bear tightly against each other. edge of truss. o_ 5. Place plates on each face of truss at each joint and 11 c7-e C6_7 Css embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without priorIVreactionsectionindicatesjointapprovalofaprofessionalengineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. Job Truss Type y LMR113 T7698158 3514D AH15 HIPT. 1 1 Job Reference o tio21 CTX Builders Supply, Plant City. Florida, 33587 6.200 s Jul 13 2005 MiTek Industries, Inc. MonAug 15 09:10:55 2005 Page 1 11: 20 8-0-0 15-0-0 19A-0 24-4-0 - ___ 31-4-0 I 39-4-0 I 1- 0-0 8-0-0 7-0.0 4-8-0 4-8-0 7-0-0 8.0.0 Scale = 1:70.1 500 F,2 5x6M1120= 2x4 MII2011 Sx6 MII20= 5 6 7 3x6 M1120 % 2x4 M112011 2x4 M112011 3x6 M1120-- 4 8 3 9 10 2 a 3xB M1120= 15 14 13 12 11 3x8 M1120= 3x4 M1120= 3x6 M1120= UB M1120= 3x6 M1120= 3x4 M1120= 0-" B-0-0 19-8-0 31.4-0 _ 39.4-0 0-" 7.11.8 11-8-0 11-8-0 8.0.0 Plate Offsets X,Y : 2:0-4-2 0-1-8 3:0-" 0-" 4:0-0-00-" 5:0-3-00-2-46:0-" 0-" , 7:0-3-00-2-4 8:0-0-00-0-09:0-0-00-0-0 10:0-4-2 0-1-8 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.34 13-15 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.96 13-15 >490 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 190lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 REACTIONS ( lb/size) 2=1510/0-3-8. 10=1447/Mechanical Max Horz2=178(load case 5) Max Uplift2=- 564(load case 5), 10=-485(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/20, 2-3=-3149/ 945, 3-4=3138/1119, 45=-3061/1139, 5-6=-2292/853, 6-7=-2292/853, 7-8=-3095/1166, 8-9=3173/1146, 9-10=-3178/968 BOT CHORD 2-15=-917/2824, 14-15=-614/ 2127, 13-14=-614/2127, 12-13=599/2133, 11-12=-599/2133, 10-11=-809/2856 WEBS 3-15=-405/441, 5-15=-503/944, 5-13=-49/450, 6-13=-228/192, 7-13=46/443, 7-11=-527/978, 9-11=-423/452 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10. 0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 lb uplift at joint 2 and 485 lb uplift at joint 10. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic # 47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 e WARNING • Veryfj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Tampa. FL 33619 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. o= O For 4 x 2 orientation, locate plates 0 - lh6" from outside o edge of truss. This symbol indicates the required direction of slots in connector plates. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all a: other interested parties. O U 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Miteke Connected Wood Trusses. O n155 rU55Type y LMR273 T1696159 3514D AH15A HIP 1 1 Job Reference o tional CTX Builders Supply. Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:10:55 2005 Page 1 8-0-0 15-0-0 19-8-0 24-4-0 31-4-0 39-4-0 40.4-011-0 I 1 1-0-0 8-0-0 7-0-0 4.8-0 4-8-0 7-0-0 8-0-0 1.0-0 Scale = 1:70.1 500 Fl2 5x6M1120= 2x4 MII20 II 5x6 MII20= 5 6 7 3x6 M1120% 4x6 M1120-- 2x4 M1120 II 3x6 M1120-- 4 8 3 9 n 1 2 1011 S Ig 3x6 M1120- 3x6 M1120= 17 16 15 14 13 12 30 M1120= 3x6 M1120= 3x8 M1120= 3x6 M1120= 3x4 M1120= 3x4 M1120 oi-8 8-0-0 19-8-0 31.4-0 37.0-0 , 39-4-0 , 0-0.8 7-11.8 11-8.0 11.8-0 5.8-0 24-0 Plate Offsets X Y : 5:0-3-00-2-4 , 7:03-00-2-4 10:0-2-15 0-1-8 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20. 0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.33 13-15 >999 240 M1120 249/190 TCDL 7. 0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.90 13-15 >491 180 BCLL 0. 0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.13 12 n/a n/a BCDL 10. 0 Code FBC2001/TPI2002 Matrix) Weight: 201 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 9-12 REACTIONS (lb/ size) 2=1422/0-3-0, 12=1593/03-8 Max Harz 2=-170(load case 6) Max Uplift2=- 546(load case 5), 12=-589(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-2926/899, 3-4=-2916/1073, 4-5=-2838/1094, 5-6=-2022/773, 6-7=-2022/773, 7-8=-2185/814, 8-9=-2262/793, 9-10=- 275/398, 10-11=0/19 BOT CHORD 2-17=-867/2619, 16-17=-544/1920, 15-16=-544/1920, 14-15=-491/1793, 13-14=-491/1793, 12-13=-523/2016, 10-1 2=-291/363 WEBS 3- 17=-407/442, 5-17=-503/946, 5-15=-9/351, 6-15=-228/191, 7-15=-71/518, 7-13=-264/353, 9-13=-70/312, 9-12=-2659/928 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL= 1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint 2 and 589 lb uplift at joint 12. LOAD CASE( S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.# 6634 August 15, 2005 A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DS"9 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. MiTek Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate X plates 0 - 1/16" from outside rL edge of truss. This symbol indicates the required direction of slots in connector plates. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all a: other interested parties. 0 v 4. Cut members to bear tightly against each other. EL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates jointIV approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTekO DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, 2004 Mitek® Installing & Bracing of Metal Plate Connected Wood Trusses. Job Truss Truss Type Qty ply LMR273 T1696160 3514D AH 17 HIP 1 1 Job Reference o tional CTX Builders Supply. Plant City. Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Atg 15 09:10:56 2005 Page 1 11-04 8-0.0 12.6-0 17-0-0 22-4-0 I 26-10-0 I 31.4-0 i 394-0 1-0-0 8-0-0 4.6-0 4-6-0 5-4-0 4.6-0 4-6-0 8-" Scale = 1:69.9 5x8 M1120= g 00 1P 5x6 M1120= 6 7 3x4 M1120% 3x4 M1120-- 3x6 M1120! 3x8 M1120-- 2x4 M112011 5 8 4 9 2x4 M112011 3 10 11 2 to 3x6 M1120 % 17 16 15 14 13 12 3x8 M1120= 3x4 M1120= 3x6 M1120= 3x4 M1120= 3x8 M1120= 3x6 M1120= 3x4 M1120= 0-q-8 8-0-0 17.0-0 22.4-0 31-4-0 i 39-4-0 0-0-8 7-11-8 9.0-0 5.4-0 9-0-0 8-0-0 Plate Offsets X,Y : 2:0-2-15 0-1-8 6:0-5-12 0-2-8 7:0-3-00-2-411:0-4-2 0-1-8 LOADING (psf) SPACING 2-" CSI DEFL in (loc) VdeFl Ud PLATES GRIP TCLL 20. 0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.23 11-12 >999 240 M1120 249/190 TCDL 7. 0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.64 15-17 >734 180 BCLL 0. 0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.17 11 n/a n/a BCDL 10. 0 Code FBC2001/TPI2002 Matrix) Weight: 205lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 6-14 REACTIONS (lb/ size) 2=1510/0-3-8, 11=1447/Mechanical Max Horz2= 198(load case 5) Max Uplift2=- 589(load case 5), 11=510(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3129/1002, 3-4=5100/1150, 4-5=-3037/1163, 5-6=-2170/730, 6-7=-1980/714, 7-8=-2174/733, 8-9=- 3072/1193, 9-10=-3136/1179, 10-11=-3159/1026 BOT CHORD 2-17=-986/2803, 16-17=-739/2320, 15-16=-739/2320, 14-15=-488/1976, 13-14=-582/2331, 12-13=-582/2331, 11-12=- 843/2836 WEBS 3- 17=-359/377, 5-17=-380/751, 5-15=-535/385, 6-15=-202/535, 6-14=-184/194, 7-14=-141/537, 8-14=-546/392, 8-12= 404/783, 10-12=-378/390 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL= 1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 589 lb uplift at joint 2 and 510 lb uplift at joint 11. LOAD CASE( S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.# 6634 August 15, 2005 A WARNING - VerIA design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety InformationavailablefromTrussPlateInstitute, 553 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 a: O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. 0 This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all other interested parties. 0 U 4. Cut members to bear tightly against each other. d 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek* Job russ Type ty y LMR273 T1696161 3514D AH17A HIPT. 1 1 Job Reference o tional CTX Builders Supply, Plant City. Florida. 33567 6.200 s Jul 13 2005 MiTek lndustrles. Inc. Mon Aug 15 09:10:57 2005 Page 1 8-0-0 1 1 17-0-0 22.4-0 26.10-0 31.4-0 1 39.4-0 40.4-011:2 F 1-0-0 8-0-0 4.6-0 4-6-0 5-4-0 4-6-0 4.6-0 8-0-0 1-" Scale = 1:70.1 SxB M1120= 5 00 12 5x6 M1120= 6 7 3x4 M1120 i 3x4 M1120-- 3x6 M1120 % 3x6 M1120-- 2x4 M1120 11 5 8 4 9 4x6 M1120-- 3 107 r i 2 3'a 1112 aG 3x8 MII20 3x6 M1120= 19 18 17 16 15 14 13 3x4 M1120= 3x6 M1120= 3x4 M1120= 3x8 M1120= 3x6 M1120= 3x4 M1120= 3x4 M1120 01-8 8-0-0 17-0-0 22.4-0 31-4-0 37-0.0 39.4-0 , O-0-B 7-11-8 9-0-0 5-4-0 9-0-0 5-8-0 2-4-0 Plate Offsets X Y : 6:0-5-12 0-2-8 7:0-3-00-2-4 11:0-2-15 0-1-8 LOADING ( psf) SPACING 2-M CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.20 17-19 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.57 17-19 >776 180 BCLL 0.0 Rep Stress Incr YES WS 0.47 Horz(TL) 0.14 13 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 216lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 6-16. 10-13 REACTIONS ( lb/size) 2=1422/0-3-8, 13=1593/0-3-8 Max Horn 2=-189(load case 6) Max Uplift2=-569(load case 5), 13=-015(load case 6) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-2908/954, 3-4=-2879/1102, 4-5=-2817/1116, 5.6=-1944/670, 6-7=-1712/631, 7-8=-1886/647, 8-9=-2152/821, 9- 10=-2212/808, 10-11=-274/375, 11-12=0/19 BOT CHORD 2-19=-933/2600, 18-19=-685/2113, 17-18=-685/2113, 16-17=-433/1768, 15-16=-442/1880, 14-15=-442/1880, 13- 14=-473/1986, 11-13=-273/366 WEBS 3-19=-361/378, 5-19=-381/755, 5-17=-537/385, 6-17=-201/529, 6-16=-248/152, 7-16=-117/452, 8-16=-292/281, 8- 14=-156/225,10-14=-34/241,10-13=-2599/970 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 lb uplift at joint 2 and 615 lb uplift at joint 13. LOAD CASE(S) Standard Guo- Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Ver{fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Indivlduol building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0!/1e 0 O For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. o This symbol indicates the required direction of slots in connector plates. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. ' 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all . other Interested parties. O v 4. Cut members to bear tightly against each other. rL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MITek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and Is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown Indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. u1i (supports) occur, Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint12iF approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless Indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MITek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, 2004 Mitek® Installing & Bracing of Metal Plate Connected Wood Trusses. Job Truss ype y y LMR273T7698t62 3514D AH19 T- r-ss 1 1 Job Reference (optional) CTx Builders Supply. Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Man A61j 15 09:10:58 2005 Page t i'-O-Q 8.0.0 13-6-0 19-0-0 20.4:1 25-10-0 31-4-0 39-4-0 1-0-0 8-0.0 5-6-0 5.6-0 1-4-0 5.8.0 5-6-0 8.0-0 Scale = 1:71.2 5x6 M1120= 5x6 M1120= 5.00 12 6 7 30 M1120 30 M1120-- 3x6 M1120i 8 3x6 M1120-- 5 2x4 M1120\\ 9 4 2x4 M1120// 3 10 Cb 11 t 2 qg 3x8 M1120= 16 15 14 13 12 3x8 M1120= 3x6 M1120= Sx12 M1120= 30 M1120= 3x4 M1120= 3x6 M1120= 10.0.0 19-8-0 294-0 39.4-0 0.0.8 9.11-8 9.8.0 9-8-0 10-0-0 Plate Offsets X Y : 2:0-4-2,0-1-8 3:0-0-0 0-0-0 4:0-0-00-0-05:0-0-00-0-06:0-3-00-2-47:0-3-00-2-4, 8:0-0-00-0-09:0-0-00-0-0 10:0-0-00-0-0 11:0.4-2 0-1-8 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udef1 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert( LL) 0.28 11-12 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert( fl-) -0.68 11-12 >690 180 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz( TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 200lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc pudins, except BOT CHORD 2 X 4 SYP No.2 2-" oc purlins ( 4-5-0 max.): 6-7. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 1 Row at midpt 5-14. 8-14 REACTIONS (lb/ size) 2=1510/0-3-8.11=1447/Mechanical Max Harz 2=218(load case 5) Max Uplift2=-61 1 ( load case 5). 11=-532(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/ 20, 2-3=-3083/1081, 3- 4=-2863/1027, 4-0=-2758/1043, 5-6=-1965/701, 6-7=-1807/694, 7-0=-1965/697, 8-9=-2782/1063, 9-10=-2887/1047, 10-11=3095/ 1104 BOT CHORD 2-16=-1079/2766, 15-16=-766/2256, 14- 15=-766/2256, 13-14=-586/2265, 12-13=-586/2265, 11-12=-915/2797 WEBS 3-16=-358/360, 5-16=-234/621, 5-14=- 674/447, 6-14=-239/552, 7-14=-236/549, 8-14=-684/454, 8-12=-251/643, 10-12=-376/373 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 lb uplift at joint 2 and 532 lb uplift at joint 11. 8) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.# 6634 August 15, 2005 A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Tampa. FL 33619 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only.Addltlonal temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. Q O For 4 x 2 orientation, locate plates 0 -'/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width Q X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK arw W 2 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all a: other interested parties. O U 4. Cut members to bear tightly against each other. 0 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss S ype y LMR273T1698183 3514D AH19A 7. uls 1 1 Job Reference o tional CTX Builders Supply, Plant City, Florida, 33557 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon A4 15 09:10:58 2005 Page 1 8-0-0 13.6-0 19.0.0 2O4 25-10-0 1 31.4-0 39-4-0 I1 1-0-0 B-0-0 5.6-0 5.6-0 1-4-0 5-6-0 5.6-0 8-0-0 Stale = 1:71.2 5x6 M1120= Sx6 M1120= 5.00 FIT 6 7 30 M1120 r- 3x4 M1120-- 3x6 M1120i 3x6 M1120-- 5 8 2x4 MII20\\ 9 4 4x6 M1120- 3 10 m 11 1 2 1g 3x8 M1120-- 3x8 M1120= 17 16 15 14 13 12 3x6 M1120= 5x12 M1120= 3x4 M1120= 3x4 M1120 3x4 MI120= 3x8 M1120= 0-Q-8 10.0.0 19-8-0 29.4-0 37-0-0 39-4-0 11 0-0.8 9-11.8 9-8-0 9.8-0 7.8-0 2-4-0 Plate Offsets Y : 6:0-3-00-2-4 7:0-3-00-2-4 , 11:0-2-15 0-1-8 LOADING (psf) SPACING 2-M CSI DEFL in (lac) Well Ud PLATES GRIP TCLL 20. 0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.24 2-17 >999 240 MI120 249/190 TCDL 7. 0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.63 2-17 >706 180 BCLL 0. 0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.14 12 n/a n/a BCDL 10. 0 Code FBC2001/TPI2002 Matrix) Weight: 210lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except BOT CHORD 2 X 4 SYP No.2 2-" oc purlins (4-8-6 max.): 6-7. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. WEBS 1 Row at midpt 5-15, 8-15. 10-12 REACTIONS (lb/ size) 2=1426/0-3-8, 12=1535/0-3-8 Max Harz 2=218(load case 5) Max Uplift2=- 591(load case 5). 12=-565(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-2870/1032, 3-4=-2649/977, 4-5=-2544/993, 5-6=-1752/633, 6-7=-1604/643, 7-8=-1753/647, 8-9=-2115/822, 9-10=- 2219/806,10-11=-127/201 BOT CHORD 2-17=-103412570. 16-17=-720/2059, 15-16=-720/2059, 14-15=-467/1877, 13-14=-467/1877, 12-13=-624/1999, 11-12=-112/198 WEBS 3-17=360/361, 5-17=-235/620, 5-15=-673/447, 6-15=-208/464, 7-15=-217/495, 8-15=-457/360, 8-13=-100/284, 10-13=-71/242,10- 12=-2431/952 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 591 lb uplift at joint 2 and 565 lb uplift at joint 12. 7) Design assumes 4x2 ( flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Guo- Jie Zhang, FL Lic # 47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.# 6634 August 15, 2005 A WARNING - Ver(& design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criterla, DSB-89 and BCSI1 Building Component Safety Information ovalloble from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. e Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. D'1/16" 0 Q O For 4 x 2 orientation, locateFP0 - Ibe' from outside edge of truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but reaction section indicates joint9Fnumberwherebearingsoccur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK W0 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 8CSI1. •, 2. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all ° a: other interested parties. 0 v 4. Cut members to bear tightly against each other. 0 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless Indicated otherwise. 2004 Mitek® p Truss Type y LMR273 T1696164 3514D AH7 711ru- ss 1 fL Job Reference (optional) CTX Builders Supply, Plant City. Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:10:59 2005 Page 1 11-0t 7-0-0 13.4-14 19-M 25.11-2 I 32.4-0 I 39-4-0 4004-0 1.0.0 7-0-0 6-4-14 6-3-2 6-3-2 6-4-14 7.0-0 1.0.0 Scale = 1:69.7 5x8 M1120= 5x8 M1120= 500 12 2x4 M1120 11 3x8 M1120= 3x8 M1120= 2x4 M1120 11 3 4 5 6 7 8 2 9 10 1 Igc 4x6 M1120= 17 16 15 14 13 12 11 4x6 M1120= 2x4 M1120 11 5x12 M1120H= 2x4 M1120 11 4xB M1120= 2x4 M1120 11 4x8 M1120= 4x8 M1120= 0 p B 7-0-0 13-4-14 19-8-0 25-11-2 32.4-0 39-3-8 39 ri-0 0-0-8 6-11-8 6-4-14 6-3-2 6-3-2 6-4-14 6-11-8 0-0-8 Plate Offsets X Y : 3:0-5-12 0-2.8 8:0-5-12 0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.71 14 >656 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -1.10 14 >427 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 426 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc pudins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. WEBS 2 X 4 SYP No.2 REACTIONS (lb/size) 2=3081/0-3-8, 9=3081/0-3-8 Max Horz 2=-93(load case 6) Max Uplift2=-1568(load case 3), 9=-1568(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-3=-7322/3768, 3-4=-10064/5348, 4-5=-10064/5348, 5-6=-10064/5348, 6-7=-10064/5348, 7-8=-10064/5348, 8-9=-7322/3768,9-10=0/23 BOT CHORD 2-17=-3413/6697, 16-17=-3422/6733, 15-16=5837/11216, 14-15=5837/11216, 13-14=5837/11216, 12-13=-3406/6733, 11-12=-3406/6733, 9-11=-3398/6697 WEBS 3-17=-179/723, 3-16=-1991/3763. 4-16=-765/732, 5-16=-1308/676, 5-14=0/427, 5-13=-1308/676, 7-13=-765/732, 8-13=-1 991/3763. 8-11=-180f 723 NOTES 1) 2-ply truss to be connected together with 0.131'x3' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1568 lb uplift at joint 2 and 1568 lb uplift at joint 9. Guo-Jie Zhang, FL Lic #4774410) Girder carries hip end with 7-" end setback. MiTek Industries, Inc. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 475 lb down and 282 lb up at 32-4-0, and 475 lb down and 282 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of 1801 Massaro Blvd Tampa FL 33619 others. FL Cert.#6634 LOAD CASE(S) Standard August 15,2005 e WARNING - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat, 0-1/167 O For 4 x 2 orientation, locate plates 0 -'/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butIVreactionsectionindicatesjoint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A W TEE-LOK 02 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all a: other interested parties. O U 4. Cut members to bear tightly against each other. o_ 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® T1696164 14D IAH7 SHIP LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-118(F=-64), 8-10=-54, 2-17=-20, 11-17=-44(F=-24), 9-11=-20 Concentrated Loads (lb) Vert: 17=-475(F) 11=-475(F) e WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Addltlonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dellvery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison. WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. o This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but lip reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK W4N X AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. 0 U 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss tossType y LMR273 T1696165 3514D AH7A MONO HIP 1 fG Job Reference (optional) CTX Builders Supply. Plant City. Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 1s 09:11:00 2005 Page 1 7-0-0 13-4-14 19-9-13 26.2.11 1 32-7.10 39.4-0 r 11-0- 1 } 1-0-0 7-" 6-4-14 6-0-14 64-14 6.4-14 6.8-6 Scale = 1:70.4 Sx8 M1120= 500 12 3x4 M1120= 3x6 M1120= 3x4 M1120= 3x4 M1120= 3x6 M1120= 3x6 M1120= 3x4 M112011 3 4 5 6 7 8 9 10 1 2 US M1120= 17 16 15 14 13 12 11 3x4 M1120= 5x12 M1120H WB = 3x4 M1120= 3x4 M1120= 3x4 M1120= 6x8 M1120= 5x12 M1120H WB = D-Q-B 7-0-0 15-0-2 23-0-4 31-0.6 39.4-0 1 0-0-8 6.11-8 8-0-2 8-0.2 8-0-2 8-3.10 Plate Offsets Y : 2:0-4-2,0-1-8 3:0-3-00-2-4 LOADING ( psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(L-) 0.74 14-15 >636 240 M1120 249/190 TCOL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -1.18 14-15 >397 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code FBC2001frP12002 Matrix) Weight: 372lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, except BOT CHORD 2 X 4 SYP 240OF 1.8E end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 1 Row at midpt 9-11 REACTIONS ( lb/size) 11=3176/Mechanical, 2=3050/0-3-8 Max Horz2=192(load case 5) Max Uplift 11 =-1 698(load case 3), 2=-1555(load case 3) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-7102/3646, 3-4=-6575/3454, 4-5=-10059/5269, 5.6=-10059/5269, 6-7=-10203/5334, 7-8=-6968/3624, 8- 9=-6968/3624, 9-10=-222/91, 10-11=-387/353 BOT CHORD 2-17=-3406/6466, 16-17=5219/9677, 15-16=-5219/9677, 14-15=-5773/10632, 13-14=-5113/9396, 12-13=-5113/9396, 11- 12=-3256/5975 WEBS 3-17=-973/2203,4-17=3432/1959,4-15=-106/803,6-15=-073/594,6-14=-585/597,7-14=-301/1098,7-12=-2853/1750, 9- 12=-772/2088, 9-11=-6312/3474 NOTES 1) 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category It; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1698 lb uplift at joint 11 and 1555 lb uplift at joint 2. 10) Girder carries hip end with 0-0-0 right side setback, 7-" left side setback, and 7-" end setback. Guo-Jie Zhang, FL Lic #47744 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 475 lb down and 282 lb up at 7-0-0 MiTek Industries, Inc. on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634S) LOADCASEStandardAugust15, 2005 e WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dellvery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety InformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison. WI 53719. Symbols PLATE LOCATION AND ORIENTATION I3/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. Cl For 4 x 2 orientation, locate plates 0 -'N' from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butEVreactionsectionindicatesjoint number where bearings occur. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all other Interested parties. 0 v 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPIII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown Indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Miteko T1696165 AH7A I MONO HIP LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-10=-118(F=-64), 2-17=-20, 11-17=-44(F=-24) Concentrated Loads (lb) Vert: 17=-475(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. iiniiiiiiie Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members ony. Addlflonal temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/. *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate 7- plates 0 - 1/16" from outside edge of truss. o 0 This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA ICBO BEARING SBCCI Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 96-31, 95-43, 96-20-1, 96-67, 84-32 4922, 5243, 5363, 3907 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all Cr other interested parties. O U 4. Cut members to bear tightly against each other. EL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss s ype T7698166 3514D AH9 71"Ps 1 1 Job Reference o tional CTX Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:01 2005 Page 1 9-0-0 16.1-5 23-2-11 I 30.4-0 39-4-0 40.4-0 17-04 1-0-0 9.0.0 7-1-5 7-1-5 7.1-5 9-" 1-" Scale = 1:69.9 5x8 M1120 ,:'- 5x8 M1120-- 3x4 M1120= 3x6 M1120= 3x4 M1120= 5.00 12 3 4 5 6 7 1 2 8 9 6 1O 3x6 M1120 % 14 13 12 11 10 3x6 101120-Z- 3x4 M1120=4x6 M1120= 3x4 M1120= 4x6 M1120= 3x4 M1120= 9.0-0 19-8-0 30-4-0 39.3-8 39,4-08 0-0-8 8-11-8 10-8-0 10.8-0 8-11-8 D-0-8 Plate Offsets X Y: 2:0-3-00-1-8 3:0-5-00-2-8 7:0-5-00-2-8 8:0-3-00-1-8 LOADING (psf) SPACING 2- M CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.41 12 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.87 12-14 >539 180 BCLL 0.0 Rep Stress Incr YES W B 0.30 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 171 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 4-14, 6-10 REACTIONS (lb/size) 2= 1506/0-3-8, 8=1506/0-3-8 Max Horz2=-110(load case 6) Max Uplift2=-595(load case 3), 8=595(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/ 20, 2-3=-3067/1190, 3-4=-2768/1164, 4-5=-3704/1556, 5-0=-3704/1556, 6-7=-2768/1164, 7-8=-3067/1190, 8-9=0/20 BOT CHORD 2-14=-1009/ 2741,13-14=-1473/3610,12-13=-1473/3610,11-12=-1468/3610,10-11=-1468/3610,8-10=-988/2741 WEBS 3-14=-153/747, 4-14=-1119/540,4-12=0/289,6-12=0/289,6-10=-1119/540,7-10=-153/747 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B: enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any, other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 lb uplift at joint 2 and 595 lb uplift at joint 8. LOAD CASE(S) Standard Guo- Jie Zhang, FL Lic # 47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.# 6634 August 15, 2005 A WARNING - Ver}f)J design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from TrussPlateInstitute. 583 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate plates 0 - 1/0 from outside rL edge of truss. o This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width Q X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings t w (supports) occur. Icons vary but iF reaction section indicates joint number where bearings occur. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI l . 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. O v 4. Cut members to bear tightly against each other. rL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Miteko O rU55 ype ty y LMR2137t698187 3514D AH9A O HIPProuls' s 1 1 Job Reference (optional) CTx Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:01 2005 Page 1 9-" 16-7-14 24-2-0 31-8.2 1 39-4-0 1 1-0-0 9-0-0 7-7.14 7.6-2 7-6-2 7-7-14 Scale = 1:70.2 5x8 1 1120 3x4 M1120= &B M1120= 2x4 M112011 4x6 M1120= 5.00 F12 3 4 5 6 7 1 2 0 0 3x6 M1120i 14 1312 11 10 9 8 3x4 M1120= 4x6 M1120= 2x4 MI12011 3x8 MI120H= US M1120= 3x4 M112011 3x4 M1120= 0$8 9-0-0 16-7-14 24-2-0 31-8-2 39-4-0 0-0-8 8-11-8 7-7-14 7-6.2 7.6-2 7-7-14 Plate Offsets X Y : 2:0-3-00-1-8 3:0-5-0 0-2-8 5:0-4-00-3-0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20. 0 Plates Increase 1.25 TIC 0.87 Vert(LL) 0.44 11-12 >999 240 M1120 249/190 TCDL 7. 0 Lumber Increase 1.25 BC 0.94 Vert(rL) -0.80 11-12 >583 180 M1120H 187/143 BCLL 0. 0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.19 8 Na Na BCDL 10. 0 Code FBC2001lrP12002 Matrix) Weight: 194 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt 4-14. 5-9, 7-9 REACTIONS (lb/ size) 8=1444/Mechanical, 2=1507/0-3-8 Max Harz 2=238(load case 5) Max LI plift8= -664 (load case 3). 2=-607(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-3063/1232, 3-4=-2765/1202, 4-5=-3691/1673, 5-6=-2392/1098, 6-7=-2392/1098, 7-8=-1363/698 BOT CHORD 2-14=-1197/2739, 13-14=-1673/3691, 12-13=-1673/3691, 11-12=-1642/3600, 10-11=-1642/3600, 9-10=-1642/3600, 8-9=- 39/84 WEBS 3- 14=-156l704, 4-14=-1038/539. 4-12=0/247, 5-12=-70/102, 5-11 =01303. 5-9=-1353/610, 6-9=-414/364, 7-9=-1186/2587 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL= 1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint 8 and 607 lb uplift at joint 2. LOAD CASE( S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.# 6634 August 15, 2005 A WARNING - Venn design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individuol web members onty.Additionol temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety InformationavailablefromTrussPlateInstitute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. o_ O For 4 x 2 orientation, locate X plates 0 - 1/16" from outside a edge of truss. 0 This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all pr other interested parties. O U 4. Cut members to bear tightly against each other. 0 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® O truss FUSS Type ly LMR213 T1696168 3514D B COMMON 10 1 Job Reference (optional) CTX Builders Supply, Plant City. Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:02 2005 Pago 1 1-0-0 5.5.14 10-4-0 15-2-2 20.8-0 21-6-0 1.0-0 5.5.14 4-10-2 4.10-2 5-5-14 1-0-0 Scale = 1:37.0 4x6 M1120 4 5.00 12 2x4 M1120\\ 2x4 M1120// 3 5 2 6 7 TqIg 3x4 M1120= 10 9 6 3x4 M1120= 3x4 M1120= 3x4 M1120= 3x4 M1120= o-0-8 7-1-4 13-6-12 20.7-8 20f.0 0-0.8 7-G-12 6-5-7 7-0-12 0-041 Plate Offsets X Y : 2:0-" 0-0-03:0-" 0-M 4:0-M O-M 5:04)-0 0-" 6:0-" 0-0-0 LOADING ( psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.06 2-10 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.18 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural woad sheathing directly applied or 4-11-13 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing. WEBS 2 X 4 SYP No.2 REACTIONS ( lb/size) 2=816/0-3-8, 6=816/0-3-8 Max Harz 2=123(load case 5) Max Uplift2=-360(load case 5), 6=-360(load case 6) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-1480/525. 3.4=-1306/476, 4-5=-1306/477, 5-6=-1480/526, 6-7=0/20 BOT CHORD 2-10=-506/1312, 9-10=-236/894, 8-9=-236/894, 6-8=-383/1312 WEBS 3-10=-276/274, 4-1 0=-1 77/457, 4-8=-177/457, 5-8=-276/274 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98: 120mph (3-second gust): h=25ft; TCDL=4.2psf: BCDL=6.Opsf: Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 2 and 360 lb uplift at joint 6. LOAD CASE(S) Standard Guo- Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 e WARNING - VerfA design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. o 0 This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK Z-111,09 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. 0 U 4. Cut members to bear tightly against each other. o- 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss S ype ly y LMR213T7696169 3514D BGE Tcrou-SMON 1 1 Job Reference (optional) CTX Builders Supply. Plant City, Florida, 33567 8.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:03 2005 Page 1 1-0-0 10-4-0 20-8-0 21.8-0 1-0-0 10-4-0 10-4-0 1-0-0 Scale = 1:36.7 4x6 M1120-- 7 8 5.00 FIT 6 5 9 10 4 ii 3 12 2 13i. 1ddt 3x4 MII20—_ 23 22 21 20 19 18 17 16 15 14 3x4 M1120= 3x4 M1120= 20-8-0 20-8-0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.07 Vert(LL) -0.00 13 n/r 180 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 12 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2001rrP12002 Matrix) Weight: 98 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 Press. Treated BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (lb/size) 2=142/20-8-0, 12=142/20-", 18=141/20-8-0, 20=148/20-8-0, 21=149/20-8-0, 22=143/20-8-0, 23=167/20-8-0, 17=148/20-8-0, 16=149/20-8-0, 15=143/20-8-0 14=167/20-8-0 Max Harz 2=123(load case 5) Max Uplift2=-79(load case 5), 12=-101(load case 6). 20=-88(load case 5), 21=-88(load case 5), 22=-90(load case 5), 23=-84(load case 5), 17=-86(load case 6), 16=-89(load case 6). 15=-90(load case 6), 14=-83(load case 6) Max Grav2=142(load case 1), 12=142(load case 1), 18=141(load case 1). 20=152(load case 7). 21=149(load case 1). 22=143(load case 7), 23=167(load case 1), 17=152(load case 8), 16=149(load case 1), 15=143(load case 8), 14=167(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=-105/55, 3-4=52/85, 45=-29/112, 5-6=-29/142, 6-7=-29/167, 7-0=-29/158, 8-9=-29/109, 9-10=-29/59, 10-1 1=-30/30,11-12=-50/20. 12-13=0/19 BOT CHORD 2-23=0/102,22-23=0/102,21-22=0/102,20-21=0/102,19-20=0/102,18-19=0/102,17-18=0/102,16-17=0/102,15-16=0/102, 14-15=0/102, 12-14=0/102 WEBS 7-18=-101/0, 6-20=-113/112, 5-21=-109/113, 4-22=-105/111, 3-23=-120/116, 8-17=-113/110, 9-16=-109/113, 10-15=-105/111,11-14=-120/116 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 2x4 M1120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-" oc. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 2, 101 lb uplift at joint 12, 88 lb uplift at joint 20, 88 lb uplift at joint 21, 90 lb uplift at joint 22, 84 lb uplift at joint 23, 86 lb uplift at joint 17, 89 lb uplift at joint 16, 90 lb Guo-Jie Zhang, FL Lic #47744 uplift at joint 15 and 83 lb uplift at joint 14. MiTek Industries, Inc. 1801 Massaro Blvd LOAD CASE(S) Standard Tampa FL 33619 FL Cert.#6634 August 15,2005 e WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Tampa. FL 33619 Applicability of design porometers and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Addltional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 553 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 1'/1 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but IiF reaction section indicates joint number where bearings occur. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. O v 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/fPl1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior 16. approval of a professional engineer. Install and load vertically unless indicated otherwise. M11 MiTek® 2004 Mitek® Job Truss ype y y LMR273Tt698170 3514D BGR T11' U- SsONM 1 fL Job Reference (optional) CTX Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:04 2005 Page 1 1-0-0 4-0-5 7-0-0 10-4-0 13.8-0 16.7-11 20$-0 21.8-0 1-0-0 4.0-5 2-11-11 3-4-0 3.4-0 2-11-11 4-0-5 1-0.0 Scale = 1:37.1 5x6 M1120-- 5 4x6 M1120 % 4x6 M1120- 5.00 12 4 6 20 M1120-- 20 M1120 i 7 3 8 2 9 JgY 4x12 M1120= 13 14 12 11 10 4x12 M1120= 7x8 M1120= 5x12 M1120H= 6x8 M1120= 7x8 M1120= 01-8 7-0-0 10-4-0 13.8-0 f 20-7.8 20$-0 0-0-8 6-11.8 3-4-0 3.4-0 6-11-8 0-0-8 Plate Offsets X Y : 2:0-0-9 Ede 5:0-3-9 0-2-8 8:0-0-9 Ede 10:0-3-8 0-4-12 13:055 0-4-12 LOADING (psi) SPACING 2-" CSI DEFL in (loc) t/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.35 8-10 >699 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(rL) -0.60 8-10 >411 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 240lb LUMBER BRACING TOP CHORD 2 X 4 SYP 240OF 1.8E TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. BOT CHORD 2 X 6 SYP 240OF 1.8E BOT CHORD Rigid ceiling directly applied or 8-1-3 oc bracing. WEBS 2X4SYP No.2 REACTIONS ( lb/size) 2=5572/0-3-8.8=7855/0-3-8 Max Harz 2= 1 26(load case 5) Max Uplift2=-2577(load case 5), 8=-3641(load case 6) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-0=-13570/6174, 3-4=-13458/6098, 45=-10281/4702, 5-6=-10281/4698, 6-7=-14196/6440, 7-8=-14637/6674, 8- 9=0/23 BOT CHORD 2-13=-5718/12448, 13-14=5600/12409, 12-14=-5600/12409, 11-12=-5600/12409, 10-11 =-5785/13050, 8-10=-6106/13547 WEBS 3- 13=-44/131, 4-13=-1581/3597, 4-11=-3866/1812, 5-11=-3428/7567, 6-11=-4711/2207, 6-10=-2018/4532, 7-10=-554/370 NOTES 1) 2- ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 4-13 2 X 4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL= 1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2577 lb uplift at joint 2 and 3641 lb uplift at joint 8. 9) Girder carries tie-in span(s): 39-6-0 from 8-" to 20-8-0 10) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3176 lb down and 1480 lb up at 7-0- 0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Guo-Jie Zhang, FL Lic #47744 LOAD CASE( S) Standard MiTek Industries, Inc. 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Massaro Blvd Taamm pa FL 33619 FL Cert.# 6634 August 15, 2005 e WARNING - Verffly design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlterlo, DSB-89 and BCSI1 Building Component MiTek® Safety InformationavailablefromTrussPlateInstitute, 5B3 D'Onofrlo Drive, Madison. WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0-'/ie 7 For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butEVreactionsectionindicatesjoint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. O U 4. Cut members to bear tightly against each other. 0 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPIII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12, Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. l 1 INa TEE-LOK 16. Install and load vertically unless indicated otherwise. 2004 Miteko T16961 35140 I BGR I COMMON LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-54, 5-9=-54, 2-14=-20, 8-14=-708(F=-688) Concentrated Loads (lb) Vert: 13=-3176(F) A WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use on with MfTek connectors. This design Is based on upon parameters shown, and Is for an Individual building component. Tama Fl- 336199NgNgponent. P. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. Q O For 4 x 2 orientation, locate M plates 0 - 1/16" from outside o- edge of truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all other interested parties. O v 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed, unless otherwise noted. 14. Connections not shown ore the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® O rU55 Type ty 1MR273 T1696171 3514D CJ1 Prulsls 10 1 Job Reference o tional CTX Builders Supply, Plant City, Florida, 33567 8.200 s Jut 13 20053 iTek Industries, Inc. Mon Aug 15 09:11:04 2005 Page 1 1-0-0 1-0-0 Scale = 1:5.5 5.00 F12 2 0 g 2) 16d Toenails 4 Or0-,8 1.0-0 0-00--8 2x4 M1120= 0-11-8 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) 0.00 4 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1-M oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 2=121/0-3-8, 3=6/Mechanical Max Harz 2=54(load case 5) Max Uplift2=-125(load case 5) Max Grav2=121(load case 1). 3=22(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=-19/9 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf,. Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 2. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 e WARNING - Ver[fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with M11ek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB$9 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. e Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate plates 0 - 1/16" from outside 0- edge of truss. R This symbol indicates the required direction of slots in connector plates. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. 0 v 4. Cut members to bear tightly against each other. o- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII . 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second i s to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. U14 (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior E F reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 WWI Connected Wood Trusses. O NSS NSSType ty y LMR273 Tt698172 3514D CJ3 JACK 10 1 Job Reference optional CTX Builders Supply. Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:05 2005 Page 1 1-" 3-0-0 1-0-0 3-0-0 Scale = 1:9.2 5.00 12 2 0 N 1 2) 16d Toenails 4 M"20S 3-0-0 0-0.8 2-11-8 Plate Offsets X Y : 2:0-2-15 0-1-8 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udeg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.07 4 >464 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.18 4 >182 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP 240OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP 240OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 3=92/Mechanical, 2=178/0-3-8 Max Harz 2=98(load case 5) Max Uplift3=45(load case 5), 2=-129(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-28/32 BOT CHORD 24=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf,, BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 129 lb uplift at joint 2. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 WARNING • Verffg design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MITek connectors. This design is bosed only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 131 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 o= O For 4 x 2 orientation, locate plates 0 -'/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butEVreactionsectionindicatesjoint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK' AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all a: other Interested parties. 0 V 4. Cut members to bear tightly against each other. O_ 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless Indicated otherwise. 2004 Mitek® Job Truss russ Type 0ty P y LMR273 T 1696173 3514D 7 CJ5 JACK 10 1 Job Reference (optional CTX Builders Supply. Plant City, Florida. 33567 6,200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:05 2005 Page 1 1-0-0 5-0-0 3 1-0-0 5-0-0 Scale = 1:12.8 5,00 ri2 0 4N 2 I 1 4 2x41vtll2o= 4-11-4 5p0 4- 11-4 0-0-12 LOADING (psf) SPACING 2-0-0 CSl DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 20. 0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.03 2-4 >999 240 M1120 249/190 TCDL 7. 0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.07 2-4 >831 180 BCLL 0. 0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10. 0 Code FBC20011TP12002 Matrix) Weight: 17 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/ size) 3=122/Mechanical, 2=247/0-3-8, 4=48/Mechanical Max Horz2= 144(load case 5) Max Uplift3=- 126(load case 5), 2=-147(load case 5) Max Grav3= 122(load case 1), 2=247(load case 1), 4=96(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-66/38 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft: TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B: enclosed; MWFRS gable end zone; Lumber DOL= 1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 3 and 147 lb uplift at joint 2. LOAD CASE( S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceit.# 6634 August 15, 2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI1 Building Component MiTek-- Safety InformationavailablefromTrussPlateInstitute. 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 01 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. CONNECTOR PLATE CODE APPROVALS LATERAL BRACING Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A BEARING Indicates location where bearings t w supports) occur. Icons vary but E F reaction section indicates joint number where bearings occur. Industry Standards: MillANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all other interested parties. O U 4. Cut members to bear tightly against each other. o- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® TrussOTruss afy P y LA1R273 T1696174 3514D 7TfU$$ Type JACK 36 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida, 33567 6,200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:06 2005 Page 1 1-0-0 7-" i r 1-0-0 7-0-0 3 Scale = 1:17.7 5.00 12 2 IvP ICI 4 2X44 M1120= 7-0-0 { 7-0-0 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.11 2-4 >730 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.28 2-4 >292 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2001rrP12002 Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=178/Mechanical, 2=318/0-3-8. 4=68/Mechanical Max Harz 2=190(load case 5) Max Uplift3=-185(load case 5), 2=-168(load case 5) Max Grav3=178(load case 1). 2=318(load case 1), 4=136(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-93/56 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber COL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 3 and 168 lb uplift at joint 2. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 Er O For 4 x 2 orientation, locate plates 0 - r/ie' from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. CONNECTOR PLATE CODE APPROVALS LATERAL BRACING Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A BEARING Indicates location where bearingstwsupports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. MiTek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O U 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPIII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® p rUSS russ Type Qty P y LMR273 T1696175 3514D 7 HJ7 JACK 5 1 Job Reference to tional CTX Builders Supply. Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:06 2005 Page 1 Scale = 1:18.3 1-5-0 6-4-0 9-9.5 1-5-0 6.4-0 3.5.5 a 3x4 M1120% 3.54 12 3 2 Li 7 6 5 2x4 M1120 I1 2x4 M1120- 2x4 M1120= 6.4.0 9-9.5 6-4.0 3-5-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.32 Vert(LL) -0.03 2-7 >999 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.07 2-7 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.15 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2001/TP12002 Matrix) Weight: 40lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.2 REACTIONS (lb/size) 4=154/Mechanical, 2=397/0-5-10, 5=422/Mechanical Max Harz 2=235(load case 3) Max Uplift4=-167(load case 3), 2=-263(load case 5), 5=-170(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-711/197, 3-4=-63/31 BOT CHORD 2-7=-362/655, 6-7=-362/655, 5-6=0/0 WEBS 3-7=0/296, 3-6=-7691424 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf: BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 4, 263 lb uplift at joint 2 and 170 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plo Vert: 2=-3(F=25, B=25)-to-4=-134(F=-40, 13=40), 2=-O(F=10, B=10)-to-5=49(F=-15, B=-15) Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceit.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. iiiiiiiiiiiiiiiii® Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown me[ is for laterel support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, Wl 53719. Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. a: 0 For 4 x 2 orientation, locate plates 0 - 1/16" from outside a. edgeof truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butEVreactionsectionindicatesjoint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 U 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown Indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® O rU56 Type Oty y 73 FJ.bReference( T1696176 3514D M 1 Prou-sso TRUSS 7 1 ptional CTX Builders Supply, Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:07 2005 Page 1 1-0.0 7-0-0 1-0-0 7-0-0 Scale = 1:14.8 3x4 M1120= 5x8 M1120= 3 3.00 FI2 IX 5 I 9 2 9 q 4 I 4 2x4 M1120 11 3x4 M1120= 7-M 7-M Plate Offsets X( Y): [2:0-3-4,0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.09 2-4 >865 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert( L) -0.22 2-4 >346 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2001rrP12002 Matrix) Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (lb/size) 2=305/0-3-8.5=240/0-3-8 Max Harz 2=111(load case 3) Max Uplift2=-184(load case 3), 5=-123(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12. 2-3=-164/76, 4-5=0/128, 3-5=-151/138 BOT CHORD 2-4=-120/133 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category It: Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 2 and 123 ib uplift at joint 5. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y offsets'are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate plates 0 -'/16" from outside a edge of truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK WOMOXI AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O U 4. Cut members to bear tightly against each other. d 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job I russ TNSS 1 yPe - Qfy p y LMR273 T7696177 3514D M2 MONO TRUSS 2 1 Job Reference (optional CTX Builders Supply, Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Industnes, Inc. Mon Aug 15 09:11:07 2005 Page 1 1-0-0 9-4-0 1-0-0 9.4-0 Scale = 1:18.3 3xa M1120= 6x8 M1120= 3 3.00 F12 01 2 o 9 V. Cl0 a 3x6 M1120 11 3x6 M1120= 9.4-0 9.4-0 Plate Offsets X,Y : [2:0-3-4,0-0-2)_[3 Edge,0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.11 2-4 >920 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.32 2-4 >329 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 34 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (lb/size) 2=390/0-3-8, 5=328/0-3-8 Max Harz 2=143(load case 3) Max Uplift2=-218(load case 3). 5=-169(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-337/87, 4-5=0/196, 3-5=-175/183 BOT CHORD 2-4=-141/277 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 2 and 169 lb uplift at joint 5. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 1801 Massaro Blvd. Tampa, FL 33619 iwiiiiii® Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 131 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate M plates 0 - 1/16" from outside a. edge of truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butEVreactionsectionindicatesjoint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. O V 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. M11 MiTek® 2004 Miteke Job Truss runs Type Oty P y LMR273 T1696178 3514D MGE MONO TRUSS 1 1 Jab Reference {optional) CTX Builders Supply. Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:08 2005 Page 1 1-0-0 7.0.0 1-0-0 7-" Scale = 1:14.8 3x4 M1120= 5x8 M1120= 3 3.00 12 2x4 M1120 II c ti- 2 2.4 M1120 II IIX1\\xX// 4 2x4 M112011 3x4 M1120= 7-0-0 7-0-0 Plate Offsets X Y : 2:0-3-4,0-0-2 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.09 2-4 >865 240 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.22 2-4 >346 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 5 n/a We BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (lb/size) 2=30510-3-8, 5=240/0-3-8 Max Harz 2=111(load case 3) Max Uplift2=-184(load case 3). 5=-123(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-164/76, 4-5=0/128, 3-5=-151/138 BOT CHORD 2-4=-120/133 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable studs spaced at 2-0-0 oc. 6) Bearing at joint(s) 5 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 2 and 123 lb uplift at joint 5. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. r_r_e Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute. 583 D'Onofrio Drive. Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/a *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely Seat. or X-bracing, is always required. See BCSII . 2 3 TOP CHORDS 2. Never exceed the design loading shown and never stack c,-2-3 materials on inadequately braced trusses. WEBS 3. Provide copies of this truss design to the building O oother designer, erection supervisor, property owner and all For 4 x 2 orientation, locate u 0 ,-, opplates1) 4 interested arties. 0 - 1/16" from outside a v4. Cut members to bear tightly against each other. edge of truss.J 1a5. Place plates on each face of truss at each joint and c'-8 ' embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice Q X 4 perpendicular to slots. Second s to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. Uk (supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. 9F number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Mitek® Connected Wood Trusses. JoJob Truss TruVol ype Oty P y LMR273T1696179F-"lulslsr= 1 1 Job Reference optional CTX Builders Supply, Plant City. Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:08 2005 Page 1 8-2-11 8-2-11 2x4 M1120 11 Scale = 1:20.7 3 5.00 rl2 2x4 M1120 11 2 1 2x4 M1120 % 2.4 M1120 11 2x4 M1120 11 B-2-11 8.2-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (lb/size) 1=88/8-2-11, 4=115/8-2-11, 5=341/8-2-11 Max Harz 1=168(load case 5) Max Uplift4=-68(load case 5), 5=-203(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-155/46, 2-3=-50/24, 3-4=-84/87 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-249/258 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 4 and 203 lb uplift at joint 5. LOAD CASE(S) Standard SEE MiTek STANDARD VALLEY TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceit.#6634 August 15,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute. 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 01 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate TL plates 0 - 1/16" from outside a. edge of truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSIII. 2. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all Cl other interested parties. 0 U 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Miteke Job ss Truss ype ty Ply LMR273T 1696180 3514D 711"' 02 VALLEY 110 1 Job Reference optional) CTX Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:09 2005 Page 1 6-2-1 1 6-2-1 1 2x4 M1120 11 Scale = 1: 16A 3 5.00 12 2x4 M112011 2 Li Li EM 2x4 M1120 2x4 M1120 It 2x4 M112011 6-2.1 t 6-2-1 1 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.2 REACTIONS (lb/size) 1=60/6-2-11, 4=87/6-2-11, 5=250/6-2-11 Max Harz 1=122(load case 5) Max Uplift4=-52(load case 5). 5=-148(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-114/33, 2-3=-37/18, 3-4=-63/66 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-182/189 NOTES 1) Wind: ASCE 7-98: 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category It: Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires Continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 4 and 148 lb uplift at joint 5. LOAD CASE(S) Standard SEE MiTek STANDARD VALLEY TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert #6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 0MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated, Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 o= O For 4 x 2 orientation, locate plates 0 -'N' from outside a edge of truss, This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butEVreactionsectionindicatesjoint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all a: other interested parties. O U 4. Cut members to bear tightly against each other. o- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job I russ TrussType Oty PTy LMR273 T 1696181 3514D V03 VALLEY I 1 Job Reference optional CTX Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:10 2005 Page 1 2x4 M112011 4-2-11 2 4.2-1 1 Scale = 1:9.9 5.00 F12 diI 1 2x4-MI120- 4-2-11 2xa r u2q I I 4-2-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) n/a n/a 999 M1120 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 1=124/4-2-11, 3=124/4-2-11 Max Harz 1=77(load case 5) Max Upliftl=-42(load case 5). 3=-74(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-46/28, 2-3=-90/94 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf: Category 11: Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ito uplift at joint 1 and 74 lb uplift at joint 3. LOAD CASE(S) Standard SEE MiTek STANDARD VALLEY TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceit.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Serector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. o This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots, Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butEVreactionsectionindicatesjoint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI I. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all Er other interested parties. 0 V 4. Cut members to bear tightly against each other. rL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown Indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® OJob ruTfU$$ Type Qty y LMR273T 1696182Pulssly11 Job Reference (optional CTX Builders Supply. Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:10 2005 Page 1 2 2-2-11 2-2-11 5.00 12 Scale = 1:6.3 1 i 2-2-11 2x4 MI120 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrc(rL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2001lrP12002 Matrix) Weight: 6 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 1=41/2-2-11, 2=30/2-2-11, 3=11/2-2-11 Max Harz 1=34(load case 5) Max Uplift 1=-10(load case 5), 2=-35(load case 5) Max Grav 1=41(load case 1). 2=30(load case 1), 3=22(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-21/12 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98: 120mph (3-second gust); h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone: Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 1 and 35 lb uplift at joint 2. LOAD CASE(S) Standard SEE MiTek STANDARD VALLEY TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 e WARNING - VeryJf design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing Shown MEisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/e * Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 Q O For 4 x 2 orientation, locate plates 0 - 1/16" from outside 0- edge of truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width Q X Q perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but IiF reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all cc other Interested parties. O V 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown Indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® MiTek® RE: 3514FLOOR - LMR273 MiTek Industries, Inc. 1801 Massaro Blvd. Tampa, FI 33619 Phone: 813/675-1200 Site Information: Fax: 813/675-1148 Project Customer: CENTEX HOMES Project Name: LMR273 Lot/Block: 273 Subdivision: LAKE MONROE Address: ORANGE COUNTY City: ORLANDO State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2001/TP12002 Design Program: Mi"fek 20/20 6.2 Wind Code: N/A Wind Speed: N/A mph Design Method: N/A Roof Load: N/A psf Floor Load: 55.0 psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. N--- I-------------.;...----- ---; -- — o. Seal# !Job ID# Truss Name Date 1 _ I _ 13 14 5_ T_1696183 Ii T1696184 i T1696185 T16961_86 T1696187 3514FLOORI F01 —_— 13514FLOOR F02 3514FLOOR! F02A__ 3514FLOORIF02B 3514FLOOR;F03 18/15/05 18/15/05 8/15/05 18/15/05 8/15/05 16 _`; T1696188 13514FLOORI F04 18/15/05 T169618.9 13514FLOORI F05 18/15/05 118 T1696190 3514FLOORI F05A 18/15/05 19 I T1696191 3514FLOOR F06 8/15/05 10 T1696192 3514FLOORI F07 111 jT1696193_13514FLOORIF08_ 18/15/05 18/15/05 T1696194 I3514FLOORIF08A 18/15/05 113 114_ 115 T1696195 T169_6196 1T1696197_13514FLOOR; 13514FLOORI F09 _ 13514FLOORIF09_A F10_ 18/15/05 I8/15/0_5 18/15/05 116_1 T1696198 3514FLOORI FG1 _ 8/15/05 117 T1696199 13514FLOORi FG2 18/15/05 No_._ j Seal# ;Job ID# 18 1T1696200 13514FLO The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by CTX Builders Supply -Plant City, FL. Truss Design Engineer's Name: Zhang, Guo-jie My license renewal date for the state of is February 28, 2007. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. I of 2 Truss Name Date FG3 _ 18/15/05 i nang, vuo-Jie 15, 2005 Job Truss cuss Type QIy y LMR273 T 1696163 3514FLOOR 7 FO1 FLOOR 1 1 Job Reference optional) CTX Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:50 2005 Page 1 ox8 0148 Scale = 1:33.4 3x6 M1120 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 38l 37 3x6 M1120 FP= 20-7-0 20.7.0 Plate Offsets X{ Y): [18:0-1-8,Edgpj[19:0-1-8,Edge]_[37:0-1-8.0-1-0).[38:0-1-8,0-1-OL(39:0-1-8,0-1-0j_[40:0-1-8,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 39 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 90 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 PT G end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.2 REACTIONS (lb/size) 36=53/20-7-0, 39=-2/20-7-0, 19=5/20-7-0, 35=146/20-7-0, 34=147/20-7-0, 33=147/20-7-0, 31 = 147/20-7-0, 30=147120-7-0. 29=147/20-7-0, 28=147120-7-0. 27=147/ 20-7-0, 26=147/20-7-0, 25=147/20-7-0. 24=147/20-7-0, 23=147/20-7-0, 22=145/20-7-0, 21=152/20-7-0. 20=109/20-7-0 Max Uplift39=- 2(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 36-37=-48/0, 37-38=-48/0, 1-38=-48/0, 19-39=0/0, 39-40=0/2, 18-40=0/2, 1-2=-3/0, 2-3=-3/0, 3-4=-3/0, 4-5=-3/0, 5-6=-3/0, 6-7=- 3/0, 7-8=-3/0, 8-9=-3/0, 9-10=-3/0, 10-11=-3/0, 11-12=-3/0, 12-13=-3/0, 13-14=-3/0, 14-15=-3/0. 15-16=-3/0, 16-17=-3/0 17-18=- 3/0 BOT CHORD 35-36=0/3, 34-35=0/3, 33-34=0/3, 32-33=0/3, 31-32=0/3, 30-31=0/3, 29-30=0/3, 28-29=0/3, 27-28=0/3, 26-27=0/3, 25-26= 0/3, 24-25=0/3, 23-24=0/3, 22-23=0/3, 21-22=013, 20-21=0/3, 19-20=013 WEBS 2- 35=-132/0, 3-34=-134/0, 4-33=-133/0, 5-31=-133/0, 6-30=-133/0, 7-29=-133/0. 8-28=-133/0, 9-27=-133/0, 10-26=-133/0, 11-25=- 133/0, 13-24=-133/0, 14-23=-134/0, 15-22=-132/0, 16-21=-138/0, 17-20=-104/0 NOTES 1) All plates are 2x4 M1120 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 39 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 39. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE( S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceit.# 6634 August 15, 2005 e WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid tot use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is forlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety InformationovoiloblefromTrussPlateInstitute. 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 '/ie 0 O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. o This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots, Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingsUk (supports) occur. Icons vary but reaction section indicates joint9Fnumberwherebearingsoccur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A e ITEETOK 050 0KVX4 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 8CSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all pc other interested parties. 0 U 4. Cut members to bear tightly against each other. d 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPIII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Miteke Job Truss Truss Type' 7" Y' 7j.lp LMR273 T1696184 3514FLOOR F02 FLOOR Reference (optional CTX Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:51 2005 Page 1 0-1-8 H 21 21p-0 O% SStale = 1:35.7 3x4 M1120 II 3x4 M1120 II 3x6 M1120= 2x4 M1120 11 3x4 M1120= 3x6 M1120= 3x6 M1120= 4x6 M1120= 2x4 M1120 11 3x4 M1120= 2x4 M1120 11 3x6 M1120 FP = 2x4 M1120 11 4x6 M1120= 3x6 M1120= 1 2 3 4 5 6 7 8 9 10 11 20 22 q 19 Ff 21 17 16 15 14 13 1 3x6 M1120= 4x8 M1120= US M1120H FP= 3x4 M1120= 3x4 M1120= 4x8 M1120= 3x6 M1120= 20-7-0 20-7-0 Plate Offsets X,Y : 1:Edge 0-1-8 , 5:0-1-$Edge]_[6:0-1-8,0-0-01, 14:0-1-8,Edget_[15:0-1-8,Edgej 19:0-1-8,0-1-8],[20:0-1-8,0-1-8]_[21:0-1-8.0-1-8]_ DEFL in (loc) I/deft Ud 22:0-1-8,0-1-8 LOADING (psf) SPACING 2-0-0 CSI PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 0.46 Vert(LL) -0.34 15-17 >706 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.53 15-17 >455 360 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 104 lb LUMBER BRACING TOP CHORD 4 X 2 SYP 240OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP 240OF 1.8E end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=1105/0-3-8, 12=1105/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 18-19=-90/0, 19-20=-93/0, 1-20=-90/0, 12-21=-90/0, 21-22=-93/0. 11-22=-90/0, 1-2=0/0, 2-3=-3238/0, 3-4=-3238/0, 4-5=-4560/0, 5-6=-4560/0, 6-7=-4560/0, 7-8=-4560/0, 8-9=-3238/0, 9-10=-3238/0, 10-11=0/0 BOT CHORD 17-18=0/1881. 16-17=0/4109, 15-16=0/4109, 14-15=0/4560, 13-14=0/4109, 12-13=0/1881 WEBS 10-12=-2127/0, 2-18=-2127/0, 10-13=0/1543, 2-17=0/1543, 9-13=-212/0, 3-17=-212/0, 8-13=-990/0, 4-17=-990/0, 8-14=0/855, 4-15=0/855, 6-14=-295/0, 5-15=-295/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceit.#6634 August 15,2005L WARNING - Veriify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. I 1801 Massaro Blvd. A Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for on individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate plates 0 - 1/16" from outside aoedgeoftruss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but lip reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. O v 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® O nlss aty y LMR273T 1696185 3514FLOOR F02A TrusTyp- e LOOR 2 1 Job Reference (optional) CTx Builders Supply. Plant City. Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:51 2005 Page 1 0-1-8 H 1 2-6-0 2-1-8 i Scale = 1:36.0 3.4 M1120 11 3x6 M1120= 3x4 M1120= 2x4 M1120 II 3x6 M1120= 3x8 M1120= 2x4 M1120 II 3x4 M1120= 2x4 M1120 11 3x6 M1120 FP= 3x8 M1120= 3x4 M1120 11 1 2 3 4 5 6 7 8 9 10 18 0 17 - 16 15 14 13 12 11 3x6 M1120= 3x6 M1120 FP= 3x6 M1120= 3x10 M1120= 3x6 M1120= 2x4 M1120 SP= 3x1O M1120= 20-7-8 20-7-8 Plate Offsets (X,Y): L:Edge,0-1-8 _ 17:0-1-8.0-1-8 , 18:0-1-8,0-1-8 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.37 13 >655 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.59 12-13 >414 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.10 11 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 105lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except BOT CHORD 4 X 2 SYP No.2 'Except' end verticals. 11-14 4 X 2 SYP 240OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No.2 2-2-0 oc bracing: 13-15. REACTIONS (lb/size) 16=1114/0-3-8.11=1114/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 16-17=-103/0, 17-18=-106/0, 1-18=-103/0, 10-11=-106/0, 1-2=0/0, 2-3=-3606/0, 3-4=-3606/0, 4-5=-4695/0, 5-6=-4695/0, 6-7=-3605/0, 7-8=-3605/0, 8-9=-3605/0, 9-10=010 BOT CHORD 15-16=0/2139, 14-15=0/4427, 13-14=0/4427, 12-13=0/4433, 11-12=0/2141 WEBS 9-11=-2357/0, 2-16=-2355/0, 9-12=0/1618, 2-15=0/1622, 8-12=-242/0, 3-15=-249/0, 6-12=-916/0, 4-15=-907/0, 6-13=0/290, 4-13=0/307, 5-13=-228/0 NOTES 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individuol building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 /ie O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but lip reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all IX: other interested parties. O v 4. Cut members to bear tightly against each other. rL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. MiTek® 2004 MiteO 7p b Truss Trus$ I ype Oly P y LMR273 T 1696186 3514FLOOR F02B FLOOR 2 1 Job Reference (optional) CTx Builders Supply. Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:52 2005 Page 1 0-1-8 l I 2 0.4- i tale = 1:36.2 Nail block with (2) 10d Comm onto vertical webs 3x4 M112011 2x4 M112011 2x4 M112011 6x8 M1120= 3x6 MII20= 3x8 MII20= 2x4 M1120 II 3x4 M1120= 3x4 M1120= 2x4 M112011 3x6 MI120= 3x6 MI120 FP= 3x4 MII20= 1 2 3 4 5 6 7 8 9 10 11 12 I_ 4 22` 41 21 I 20 19 18 17 16 15 14 13 3x6 M1120= 3x10 M1120= 3x8 M1120H FP= 2x4 M1120 II 3x6 M1120= 4x12 M1120= 2x4 M112011 3x4 M1120= 20-3-8 z 8 20.3.8 0-4-0 Plate Offsets (X Y)_[1 Edge.O-1 8 _(5:0-1-8,Edgej_[6:0-1-8,Edge]_f12:0-1-8,Edge]_[13:0-1-8,Edge]_[16:0-1-8,0-0-0j_[17:0-1-8,Edge]_[21:0-1-8,0-1-2j LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.34 16 >698 480 M1120 249/190 TCOL 10.0 Lumber Increase 1.00 BC 0.45 Vert(TL) -0.54 17-19 >445 360 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 12 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 107 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except BOT CHORD 4 X 2 SYP 240OF 1.8E end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 20=1099/0-3-8, 12=1099/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 20-21=-98/0, 21-22=-99/0, 1-22=-98/0, 12-13=0/9, 1-2=0/0, 2-3=-3383/0, 3-4=-3383/0, 4-5=-4555/0, 5-6=-4555/0, 6-7=-4238/0, 7-8=-4238/0, 8-9=-1995/0, 9-10=-1995/0, 10-11=-1995/0, 11-12=-1999/0 BOT CHORD 19-20=0/1991, 18-19=0/4222, 17-18=0/4222, 16-17=0/4555, 15-16=0/4555, 14-15=0/3360, 13-14=0/0 WEBS 12-14=0/2201, 2-20=-2219/0, 10-14=-215/0, 2-19=0/1559. 8-14=-1529/0, 3-19=-224/0, 8-15=0/982, 4-19=-940/0, 7-15=-270/0, 4-17=-105/647, 6-15=-658/156, 5-17=-133/0, 6-16=-138/120 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceit.#6634 August 15,2005 A WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. iiiiiiiiii iiiiiiiie Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for loteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/1 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. O'1/16 0 Cl O For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. 0 This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A wr ITEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 13CSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all r other interested parties. O v 4. Cut members to bear tightly against each other. EL 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless Indicated otherwise. 2004 Mitek® Job Truss Truss Type oty ly 1696187 3514FLOOR F03 FLOOR 5 7LOMR273TbReference (optional CTX Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:53 2005 Page 1 0-1-8 Fi 2-6-0 1-0-0 0111(8 Stale = 1:29.8 3x4 M1120 II 3x4 M1120 11 3x6 M1120= 3x6 M1120= 3x6 M1120= 3x6 M1120= 2x4 M1120 II 3x4 M1120= 3x4 M1120= 2x4 M1120 II 3x6 M1120= 3x6 M1120= 1 2 3 4 5 6 7 8 16 q 18 q v 4 1715 I] 13 12 11 10 91 3x6 M1120= 3x8 M1120= 2x4 M1120 11 2x4 M1120 11 3x8 M1120= 3x6 M1120= 17-3-0 17-3-0 Plate Offsets (XXYLLEd e.0-1-8 _ 4:0-1-8,Edge]_ 5:0-1-8,Edge]_[11:0-1-8,0-0-0]_[12:0-1-8,Edgy_[15:0-1-8,0-1-8],[16:0-1-8,0-1-8]_[17:0-1-8,0-1-8]_[18:0-1-8,0-1-8] LOADING (psf) SPACING 2-M CSI DEFL in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.19 12 >999 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.30 11-12 >671 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 HOrz(TL) 0.06 9 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 90 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=921/0-3-8.9=921/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 14-15=-104/0, 15-16=-107/0. 1-16=-104/0, 9-17=-104/0, 17-18=-107/0, 8-18=-104/0, 1-2=0/0, 2-3=-2786/0, 3-4=-2786/0, 4-5=-3196/0, 5-6=-2786/0, 6-7=-2786/0, 7-8=0/0 BOT CHORD 13-14=0/1721, 12-13=0/3196, 11-12=0/3196, 10-11=0/3196, 9-10=0/1721 WEBS 7-9=-1895/0, 2-14=-1895/0, 7-10=0/1177, 2-13=0/1177, 6-10=-288/0, 3-13=-288/0, 5-10=-669/0, 4-13=-669/0, 4-12=-101/117, 5-11=-101/117 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.tt6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. tiiiiiiiiiiii® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 01 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. Cl O For 4 x 2 orientation, locate plates 0 - 16" from outside edge of truss. o This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingsu3j (supports) occur. Icons vary but reaction section indicates joint9Fnumberwherebearingsoccur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all pr other interested parties. O U 4. Cut members to bear tightly against each other. 0 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss Type Oty P y LMR273T 1696188 3514FLOOR F04Tru Pruls' s,' 2 1 Job Reference optional CTX Builders Supply, Plant City, Floritla. 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:53 2005 Page 1 0*8 0*1 Scale = 1:31.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 3 33 IF 3t 3x4 M1120= 18-6-10 18-6-10 Plate Offsets X( Y):[15:0-1-8.Edg2_[31:0-1-8,0-1-0]_[32:0-1-8,0-1-0]_[33:0-1-8,0-1-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code FBC2001lrP12002 Matrix) Weight: 81 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 PT G end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.2 REACTIONS (lb/size) 30=56/18-6-10, 16=48/18-6-10, 29=142118-6-10, 28=148/18-6-10, 27=146/18-6-10. 26=147/18-6-10, 25=147/18-6-10, 24=147/18-6-10, 23=147/18-6-10, 22=147/18-6-10, 21=147/18-6-10, 20=147/18-6-10, 19=146/18-6-10, 18=149/18-6-10, 17=138118-6-10 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 30-31=-50/0, 31-32=-50/0, 1-32=-50/0, 16-33=-43/0, 15-33=43/0. 1-2=-6/0, 2-3=-6/0, 34=-6/0, 4-5=-6/0, 5-6=-6/0, 6-7=-6/0, 7-8=-6/0, 8-9=-6/0, 9-10=-6/0, 10-11=-6/0, 11-12=-6/0, 12-13=-6/0, 13-14=-6/0, 14-15=-6/0 BOT CHORD 29-30=0/6, 28-29=0/6, 27-28=0/6, 26-27=0/6, 25-26=016. 24-25=0/6, 23-24=0/6, 22-23=0/6, 21-22=016. 20-21=0/6, 19-20=0/6, 18-19=0/6, 17-18=0/6, 16-17=0/6 WEBS 2-29=-130/0, 3-28=-134/0, 4-27=-133/0, 5-26=-133/0, 6-25=-133/0, 7-24=-133/0, 8-23=-133/0, 9-22=-133/0, 10-21=-133/0, 11-20=-133/0, 12-19=-133/0, 13-18=-135/0, 14-17=-125/0 NOTES 1) All plates are 2x4 M1120 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceit.#6634 August 15,2005 e WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Nu I fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. k Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A W TEE-LOK WW 02,2 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. 0 U 4. Cut members to bear tightly against each other. o_ 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless Indicated otherwise. 2004 Miteke Job Truss 1 FUSS Typo ty Ply LMR273 T1696189 3514FLOOR F05 FLOOR 15 1 Job Reference optional CTX Builders Supply, Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:54 2005 Page 1 0.1-8 2-6-0 2-6-1 2-6.9 H 1 Scale: 3/8'= t' 3x4 M1120 11 3x6 M1120= 3x6 M1120= 3x8 M1120= 2x4 M1120 11 3x4 M1120= 3x4 M1120= 2x4 M1120 11 3xB M1120= 3.4 M1120 11 1 2 3 4 5 6 7 8 15 q v 14 Ix 12 11 10 3x6 M1120= 3x8 M1120= 3x4 M1120= 3x8 M1120= 3x6 M1120= 8-0.1 18-6-10 i 80-1 10-6-9 Plate Offsets X,YLILEde,0-1-8 _ 4:0-1-8,Edge]_[11:0-1-8.Edgej_[14:0-1-8.0-1-81_[15:0-1-8,0-1-81 LOADING ( pso SPACING 2-M CSI DEFL in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.26 10-11 >844 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.44 10-11 >496 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.08 9 n/a n/a BCDL 5.0 Code FBC2001(TPI2002 Matrix) Weight: 96 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) 13=1000/0-3-8, 9=1000/0-3-8 FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD 13-14=-102/0, 14-15=-106/0, 1-15=-102/0, 8-9=-106/0, 1-2=0/0, 2-3=-3116/0, 3-4=-3116/0, 4-5=-3729/0. 5-6=-3120/0, 6- 7=-3120/0, 7-8=0/0 BOT CHORD 12-13=0/1891, 11-12=0/3729. 10-11=0/3700, 9-10=0/1894 WEBS 7-9=-2086/0, 2-13=-2082/0, 7-10=0/1355, 2-12=0/1354, 6-10=-245/0, 3-12=-249/0, 5-10=-641/0, 4-12=-675/0, 5-11=0132, 4- 11=0/17 NOTES 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Guo- Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Tampa, FL 33619 DesignvalidforuseonlywithMiTekconnectors. This design is based only upon parameters shown, and is for an individual building component. Tam P Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. MiTek Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. O v 4. Cut members to bear tightly against each other. o- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Comber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 x 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and in all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of a professional engineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. M ITek® DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, 2004 Mitek* Installing & Bracing of Metal Plate Connected Wood Trusses. p rUSS TrussType Oty Ply LMR273 T 1696190 3514FLOOR F05A ]FLOOR 3 i Job Reference (optional CTX Builders Supply, Plant City, Florida, 33557 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:54 2005 Page 1 0- 1-8 H 1 2- 6-0 i 2- 1-5 Ox9 0 TIL Scale = 1:32.5 3x4 M 1120 11 3x6 M1120= 2x4 M1120 11 3x4 M1120= 3x6 M1120= 3x6 M1120= 2x4 M1120 11 3x4 M1120= 2x4 M1120 11 3x4 M1120= 2x4 M1120 II 6xB M1120= 1 2 3 4 5 6 7 B 9 10 18 o- 4 17 16 15 1413 12 11 3x6 M1120= 3x8 M1120= 3x4 M1120= 4x12 M1120= 2x4 M1120 11 3x4 M1120= 18- 2-14 18-6.10 18- 2-14 0-3.12 Plate Offsets X,YL:Edge,0-1-8 5:0-1-8,Edge]_ &0-1-8,0-0-0) 10:0-1-8,Edg_[11:0-1-8,Edge]_[13:0-1-8,Edgy_[14:0-1-8,Edgy_[17:0-1-8,0-1-8]_[18:0-1-8,0-1-8] LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.25 14-15 >876 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.39 14-15 >547 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code FBC2001frP12002 Matrix) Weight: 97 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) 16=986/0-3-8.10=986/0-3-8 FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD 16-17=-102/0, 17-18=-106/0, 1-18=-102/0, 10-11=0/9, 1-2=0/0, 2-3=-3060/0, 3-4=-3060/0, 4-5=-363310, 5-6=-3633/0, 6- 7=-3633/0, 7-8=-1871/0, 8-9=-1871/0, 9-10=-1876/0 BOT CHORD 15-16=0/1863. 14-15=0/3611, 13-14=0/3633, 12-13=0/3035, 11-12=0/0 WEBS 10-12=0/2042, 2-16=-205110, 8-12=-238/0, 2-15=0/1323, 7-12=-1286/0, 3-15=-248/0, 7-13=0/774, 4-15=-609/0, 6-13=-211/0, 4- 14=-285/353, 5-14=-78/12 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-116d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Guo- Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown SH I isforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek SafetyInformationavailablefromTrussPlateInstitute. 583 D'Onofrio Drive. Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate T plates 0 -'/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width Q X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths t 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA WZe7 SBCCI BEARING Indicates location where bearingsu1i (supports) occur. Icons vary but E F reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 96-31, 95-43, 96-20-1, 96-67, 84-32 4922, 5243, 5363, 3907 9667, 9730, 9604B, 9511, 9432A AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all W other Interested parties. O U 4. Cut members to bear tightly against each other. o_ 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless Indicated otherwise. 2004 Mitek® Job Truss Truss Type oty ly 73 T 1696191 3514FLOOR F06 FLOOR 2 1 FJ.beference optional) CTX Builders Supply, Plant City, Floritla, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:55 2005 Page 1 0-1-B 2-6-0 2.1 6 0 3-1 H i Scale = 1:27.5 Nail block with (2) 1 Od Comm onto vertical webs 4 1 3x4 M112011 3x4 M1120= 3x6 MII20= 3x6 MI120= 2x4 MII20 11 3x4 MII20= 3x4 MII20= 2x4 MII20 11 6x8 MII20= i 2 3 4 5 6 7 B 75 R y4, 1 14 1 12 11 10 9 3x6 M1120= 3x6 M1120= 3x4 M1120= 3x 10 M1120= 2x4 M112011 15-5-14 1$-9•j0 15-5.14 033.12 Plate Offsets X,YL[1 Edge,0-1-8 _ 4:0-1-8,Edg L[8:0-1-8,EdgJ 9:0-1-8,Edg_f11:0-1-8,Edgej_ 14:0-1-8,0-0-1 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.12 11 >999 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.22 10-11 >832 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 83lb LUMBER BRACING TOP CHORD 4 X 2 SYP 240OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins, except BOT CHORD 4 X 2 SYP 240OF 1.8E end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 13=835/0-3-8, 8=835/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 13-14=-101/0. 14-15=-105/0. 1-15=-101/0, 8-9=0/7, 1-2=0/0. 2-3=-2401/0, 3-4=-2401/0, 4-5=-2660/0, 5-6=-1549/0. 6-7=-1549/0, 7-8=-1553/0 BOT CHORD 12-13=0/1536, 11-12=0/2660, 10-11=0/2384, 9-10=0/0 WEBS 8-10=0/1690, 2-13=-1690/0, 6-10=-236/0, 2-12=0/957, 5-10=-923/0, 3-12=-225/0, 5-11=0/305, 4-12=-294/0, 4-11=-99/0 NOTES 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Sul fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTek Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless x,y Damage or Personal Injuryoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. diagonal and securely seat. or X-bracing, Is always required. See BCSI1. 0 'he 1 TOP CHORDS 3 2. Never exceed the design loading shown and never stack c1-2-3CU materials on inadequately braced trusses. WEBS ca, 4 3. Provide copies of this truss design to the building a:designer, O ' erection supervisor, property owner and all For 4 x 2 orientation, locate 3 o other interested parties. plates 0 -'/16" from outside 0- T v 4. Cut members to bear tightly against each other. edge of truss. L 5. Place plates on each face of truss at each joint and c7'8 C6_' c embed fully. Knots and wane at joint locations are BOTTOM CHORDSThissymbolindicatesthe regulated by ANSI/TPI1. required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall Plate location details available in MiTek 20/20 not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator. General practice 4 X 4 perpendicular to slots. Second is to camber for dead load deflection. dimension is the length parallel 10. Plate type, size, orientation and location dimensions to slots. CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and In all Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. by text in the bracing section of the 12. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing spacing shown on design. if indicated. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 14. Connections not shown are the responsibility of others. supports) occur. Icons vary but 15. Do not cut or alter truss member or plate without priorIVreactionsectionindicatesjointapprovalofaprofessionalengineer. number where bearings occur. 16. Install and load vertically unless indicated otherwise. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. M iTeke DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 2004 Miteko Connected Wood Trusses. Job Truss russ ype Oty P y LMR273 T 1696192 3514FLOOR F07 FLOOR 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:55 2005 Page 1 0148 0-48 Scale = 1:23.1 1 2 3 4 5 6 7 8 9 10 11 12 26 4ZI 25 14-3-0 14-3-0 Plate Offsets X,Y : (12:0-1-8,Edge]_[13:0-1-8,EdgeL[25:0-1-8,0-1-01, 26:0-1-8,0-1-01, 27:0-1-8,0-1-01_[28:0-1-8,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Vd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 63 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 PT G end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.2 REACTIONS (lb/size) 24=53/14-3-0, 13=30/14-3-0, 23=146/14-3-0, 22=147/14-3-0, 21=147/14-3-0, 20=147/14-3-0, 19=147/14-3-0, 18=147/14-3-0, 17=147/14-3-0, 16=145/14-3-0, 15=152/14-3-0, 14=119/14-3-0 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 24-25=-48/0, 25-26=-48/0, 1-26=-48/0, 13-27=-25/0, 27-28=-25/0, 12-28=-25/0, 1-2=-4/0, 2-3=-4/0, 3-4=-4/0, 4-5=-4/0, 5-6=-4/0, 6-7=-4/0, 7-8=-4/0, 8-9=-4/0, 9-10=-4/0, 10-11=-4/0, 11-12=-4/0 BOT CHORD 23-24=0/4, 22-23=0/4, 21-22=0/4, 20-21=0/4, 19-20=0/4, 18-19=0/4, 17-18=0/4, 16-17=0/4, 15-16=0/4, 14-15=0/4, 13-14=0/4 WEBS 2-23=-132/0, 3-22=-134/0, 4-21=-133/0, 5-20=-133/0, 6-19=-133/0, 7-18=-133/0, 8-17=-134/0. 9-16=-132/0. 10-15=-138/0, 11-14=-111 /0 NOTES 1) All plates are 2x4 M1120 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cer1.#6634 August 15,2005 e WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Tampa. FL 33619DesignvalidforuseonlywithMiTekconnectors. This design is based only upon parameters shown, and is for an individual building component. Tam P Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. N Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but IiF reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. O U 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII . 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. W1 MiTek® 2004 Miteke O NSS Truss Type oly P y LMR273 T 1696193 3514FLOOR FOB FLOOR 1 1 Job Reference (optional) CTX Builders Supply, Plant City, Florida. 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:56 2005 Page 1 0-1-8 H 1 Odle26 , 01-- { Odle 1:24.5 3x4 M1120 11 3x4 M1120 11 3x6 M1120= 3x4 M1120= 3x6 M1120= 3x6 M1120= 3x4 M1120= 2x4 M1120 11 2x4 M1120 11 3x4 M1120= 3x6 M1120= 1 2 3 4 5 6 7 14 16 4v 13 15 11 10 9 8 3x6 M1120= 3x4 M1120= 3x6 M1120= 3x6 M1120= 2x4 M1120 11 14-3-0 14-3-0 Plate Offsets X,Y : 1:Edge,0-1-8], 3:0-1-8,Ed3:0-1-8,Edgej_[4:0-1-8,Edg!]_[10:0-1-8 0-0-0j_[71:0-1-8,Edges[13:0-1-8.0-1-81,[14:0-1-8,0-1-8j_[15:0-1-8,0-1-8]_[16:0-1-8,0-1-8j LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.11 9-10 >999 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.17 8-9 >987 360 BCLL 0.0 Rep Stress Incr YES WS 0.28 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 75lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=756/0-3-8, 8=756/0-3-8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 12-13=-102/0, 13-14=-106/0, 1-14=-102/0, 8-15=-103/0, 15-16=-107/0, 7-16=-103/0, 1-2=0/0, 2-3=-2094/0, 3-4=-2094/0, 4-5=-2088/0, 5-6=-2088/0, 6-7=0/0 BOT CHORD 11-12=0/1371. 10-11=0/2094, 9-10=0/2094, 8-9=0/1365 WEBS 6-8=-1502/0, 2-12=-1509/0, 6-9=0/800, 2-11=0/808, 5-9=-286/0, 3-11=-210/0, 4-9=-291/231, 4-10=-160/16 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Veriify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design vofid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M I fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute. 583 D'Onofrio Drive. Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a. edge of truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all a: other interested parties. O v 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss russ Type Qty P y LMR273 T1696194 3514FLOOR F08A FLOOR 1 1 Job Reference optional CTx Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:57 2005 Page 1 0-1-e r—i 8 Scale = 1:10.3 1 2 3 4 5 6 4 v I I 3 it 1.4-0 2.8-0 4-" 5-4-0 6-4-0 1-4-0 1-4-0 1.4-0 1.4-0 1-" Plate Offsets X,Y : [6:0-1-8,Edge]_ 7:0-1-8,Edgeg]_[13:0-1-8,0-1-0]_[14:0-1-8,0-1-O]_[15:0-1-8,0-1-01_ 16:0-1-8,0-1-0 LOADING (psf) SPACING 2-M CSI DEFL in loc) Well Vd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 0.06 Veri(LL) n/a n/a 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2001rrPI2002 Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 4 X 2 SYP No.2 PT G end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 4 X 2 SYP No.2 REACTIONS (lb/size) 12=53/6-4-0, 7=36/6-4-0, 11=146/64-0, 10=146/6-4-0, 9=151/6-4-0, 8=12316-4-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12-13=49/0, 13-14=-49/0, 1-14=-49/0, 7-15=-30/0, 15-16=-30/0, 6-16=-30/0, 1-2=-4/0, 2-3=-4/0, 3-4=-4/0, 4-5=-4/0, 5-6=-4/0 BOT CHORD 11-12=0/4, 10-11=0/4, 9-10=0/4, 8-9=0/4, 7-8=0/4 WEBS 2-11=-132/0, 3-10=-133/0, 4-9=-137/0, 5-8=-114/0 NOTES 1) All plates are 2x4 M1120 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic 047744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ce11.#6634 August 15,2005 e WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate plates 0 - 1/0 from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but lip reaction section indicates joint number where bearings occur. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all C1 other interested parties. O v 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® J O fuss Type Oty Ply LMR273 T1696195 3514FLOOR F09 ITrussFLOOR 7 1 Job Reference( tional CTX Builders Supply, Plant City. Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:57 2005 Page 1 0-1-8 H 1— 0 1 I36 1 1 H oAt lSCAc = 1:33,7 3xB M1120= 3x4 M1120= 3x4 M1120= 3x4 M1120= 4x6 M1120= 1 2 3 4 5 6 7 8 9 10 1 1 19 21 0 20 I 18 17 16 15 14 13 1 3x6 M1120= 3x10 M1120= 3x4 M1120= 3x6 M1120= 3x10 M1120= 3x6 M1120= 19-7-0 19-7-0 Plate Offsets X,Y : 5:0-1-8,Edge]_ 6:0-1-8,Edgel, [111:0-1-8,Edge]_115:0-1-8,0-0-01_116:0-1-8,Edge]_[19:0-1-8,0-1-0[_[20:0-1-8,0-1-01, [21:0-1-8,0-1-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 0.48 Vert(LL) -0.30 15 >763 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.47 15 >491 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.08 12 n/a n/a BCDL 5.0 Code FBC20011T'PI2002 Matrix) Weight: 101 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP 240OF 1.8E end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 18=1054/0-3-8, 12=1060/0-8-0 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 18-19=-83/0, 1-19=-83/0, 12-20=-83/0, 20-21=-83/0, 11-21=-83/0, 1-2=-4/0. 2-3=-2903/0, 3-4=-2903/0, 4-5=-4184/0, 5-6=-4184/0, 6-7=-4156/0, 7-8=-4156/0. 8-9=-2873/0, 9-10=-2873/0, 10-11=0/0 BOT CHORD 17-18=0/1677, 16-17=0/3717, 15-16=0/4184, 14-15=0/4184, 13-14=0/3697, 12-13=0/1636 WEBS 10-12=-1897/0, 2-18=-1924/0, 10-13=0/1433, 2-17=0/1420, 9-13=-198/0, 3-17=-198/0, 8-13=-956/0, 4-17=-943/0, 8-14=0/531, 4-16=0/765, 7-14=-256/35, 5-16=-243/0, 6-14=467/338, 6-15=-173/115 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 M1120 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. iiiiiiiitiiiiiiii® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSI I Building Component MiTekSafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison. WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/< *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 -1/16" 0 O For 4 x 2 orientation, locate plates 0 -'/16" from outside edge of truss. o 0 This symbol indicates the required direction of slots in connector plates, Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK ank by AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all cc other interested parties. O U 4. Cut members to bear tightly against each other. o- 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPIII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss FUSS Typo fy P y LMR273 T 1696196 3514FLOOR F09A FLOOR 2 1 Job Reference (optional CTX Builders Supply, Plant City. Florida. 33567 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Aug 15 09:11:58 2005 Page 1 0-3-12 e H 2 6"0 ---, I 20° i 1-3-4 —i o Sle = 1:33.7S Nail block with (2) 10d Comm onto vertical webs 3x4 M1120 11 3x4 M1120= 6x8 M1120= 2x4 M 1120 11 3x6 M1120= 2x4 M1120 11 2x4 M1120 11 3x4 M1120= 2x4 M1120 11 3x8 M1120= 3x6 M1120= ' 1 2 3 4 5 6 7 8 9 10 ; i I 9I 1— 9tod 17 1 l 16 15 14 13 12 11 2x4 M1120 II 4x12 M1120= 3x4 M1120= 3x4 M1120= 3x10 M1120= 3x6 M1120= 0i3- 2 19-7-0 0-3-12 19-3-4 Plate Offsets X( Y): (1:0-1-8.Edge]_f5:0-1-8,Edge1_16:0-1-8.0-0-0I_[13:0-1-8.Edg_ 14:0-1-8,Edge], 17:0-1-8,0-1-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Vd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.33 12-13 >691 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.50 12-13 >459 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 98 lb LUMBER BRACING TOP CHORD 4 X 2 SYP 240OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP 240OF 1.8E end verticals. WEBS 4 X 2 SYP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. 1-16 4 X 2 SYP 240OF 1.8E, 10-11 4 X 2 SYP 240OF 1.8E 10-11 4 X 2 SYP 240OF 1.8E REACTIONS (lb/size) 11=1043/0-3-8, 1=1043/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=0/16, 11-17=-105/0, 17-18=-106/0, 10-18=-105/0, 1-2=-1995/0, 2-3=-1991/0, 3-4=-1991/0, 4-5=-4035/0, 5-6=-4035/0, 6-7=-4035/0, 7-8=-3306/0, 8-9=-3306/0, 9-10=0/0 BOT CHORD 15-16=0/0. 14-15=013273, 13-14=0/4035, 12-13=0/3962, 11-12=0/1987 WEBS 9-11=-2187/0, 1-15=0/2172, 9-12=0/1458, 3-15=-227/0, 8-12=-250/0, 4-15=-1418/0, 7-12=-725/0, 4-14=0/1051, 7-13=-246/523, 5-14=-318/0, 6-13=-276/88 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING - Vertfy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding E I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated, Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0!hd' 0 O For 4 x 2 orientation, locate plates 0 -'/le" from outside a edge of truss. R This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but reaction section indicates joint9Fnumberwherebearingsoccur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 3. Provide copies of this truss design to the building 0 designer, erection supervisor, property owner and all a: other interested parties. O U 4. Cut members to bear tightly against each other. a 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ft. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Miteko p fUSS FUSS Type Qty P y LMR273 T1696197 3514FLOOR F10 FLOOR 2 1 Job Reference (optional CTX Builders Supply, Plant City, Florida, 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09:11:58 2005 Page 1 1 3x4 MI12011 2 3x4 M1120= 3 3x4 M1120 II 1-7-0 Scale: 1.5"=1' v X 5 X 1-3x6-Mt — 3-8.0 Mtt20 3.8-0 Plate Offsets X,Y : 1:Edge,0-1 8 LOADING (psf) SPACING 2-M CSI DEFL in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.03 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2001ITP12002 Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=188/0-3-8, 4=188/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-65/0, 3-4=-65/0, 1-2=0/0. 2-3=0/0 BOT CHORD 4-5=0/150 WEBS 2-5=-184/0, 2-4=-184/0 NOTES 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceri.#6634 August 15,2005 A WARNING - Ve Hfy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-69 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. MiTek Symbols PLATE LOCATION AND ORIENTATION 13/a *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 o= O For 4 x 2 orientation, locate plates 0 -'/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width Q X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 U 4. Cut members to bear tightly against each other. o- 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or after truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Job Truss rus5 ype Qty P y LMR273 T 1696198 3514FLOOR FG1 FLOOR 1 1 Job Reference (optional CTx Builders Supply. Plant City. Florida. 33567 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug 15 09: 11:58 2005 Page 1 2-0-0 1.2-14 i Scale = 1: 10.2 3x6 M1120 II 5x6 M1120 II 5x6 M112011 3x6 M11201I 1 9 2 3 4 4 a g' 7 6 1X. 2x4 M1120 II 2x4 M112011 3x8 M1120= 3x8 M1120= 5-11-14 5.11-14 Plate Offsets(X,YL[2:0-3-0,Edge]_(3:0-3-0,Edg!, f6:0-1-8,0-0-0(_ 7:0[ 1-8,Edge] LOADING (psf) TCLL 40.0 SPACING 1-0-0 Plates Increase 1.00 CSI TIC 0.75 DEFL in (loc) I/defl Ud Vert(LL) -0.07 7-8 >999 480 PLATES GRIP M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.09 7-8 >741 360 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 39 lb LUMBER BRACING TOP CHORD 4 X 2 SYP 240OF 1.8E TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=1247/0-3-8, 5=2006/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-319/0, 4-5=-1099/0, 1-9=0/0, 2-9=0/0, 2-3=-2358/0, 3-4=0/0 BOT CHORD 7-8=0/2358, 6-7=0/2358, 5-6=0/2358 WEBS 3-5=-2548/0, 2-8=-2548/0, 2-7=-157/116, 3-6=-105/168 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 979 lb down at 1-8-0, and 979 lb down at 3-8-0, and 979 lb down at 5-10-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=-5, 1-4=-50 Concentrated Loads (lb) Vert: 4=-979 3=-979 9=-979 Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ceit.#6634 August 15,2005 e WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Tampa. FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding so[ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTek Symbols PLATE LOCATION AND ORIENTATION 131 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. O For 4 x 2 orientation, locate plates 0 - 1/16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK Owl IR7 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all other interested parties. O U 4. Cut members to bear tightly against each other. o_ 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. 6. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® o Truss russ ype ty rPly LMR273 T1696199 3514FLOOR 3x6 M1120 I I FG2 FLOOR 4x6 M1120 II 110 4x M11201n 3.6 M1120 II Job Reference (optional) CTX Builders Su pply. Plant City, Florida. 33567 2 3 6.200 s Jul 13 2005 MiTek Industries. Inc. Mon Aug415 09:11:59 2005 Page 1 1-3-0 0-7-0 Scale 1:7.0 4 m y I d 2x4 M1120 It 2x4 M1120 II 3-10-0 x 1v1Tf 1 3-10-0 Plate Offsets (X_Y)_ 2:0[ 3-0,Edg!I. [3:0-3-0,EdgeL[6:0-1-8,0-0-0j_ 7:0-1-8,Edge] LOADING(psf) SPACING 1-0-0 CSI DEFL in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.01 7 >999 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.02 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2001/TPI2002 Matrix) Weight: 28lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc pudins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 8=1893/0-3-8, 5=1893/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-657/0, 4-5=-657/0, 1-2=0/0, 2-3=-1966/0, 3-4=0/0 BOT CHORD 7-8=0/1966, 6-7=0/1966, 5-6=0/1966 WEBS 3-5=-2317/0, 2-8=-2317/0, 2-7=-14/5, 3-6=-14/5 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Girder carries tie-in span(s): 20-M from 0-" to 3-10-0; 19-0-0 from 0-0-0 to 3-10-0 4) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=-5, 1-4=-1051(F=-514, B=487) Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Ced.#6634 August 15,2005 A WARNING - Ve Hfy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 1801 Massaro Blvd. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Tampa, FL 33619 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for loteral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 537)9. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate plates 0 - 1/16" from outside a edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but IiF reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 13CSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building o designer, erection supervisor, property owner and all a: other interested parties. O U 4. Cut members to bear tightly against each other. o_ 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPII . 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPIII. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown Indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 4922, 5243, 5363, 3907 13. Bottom chords require lateral bracing at 10 ff. spacing, SBCCI 9667, 9730, 9604B, 9511, 9432A or less, if no ceiling Is Installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. TEE-LOK 16. Install and load vertically unless indicated otherwise. 2004 Mitek® o Truss russ Type Oty Ply T1696200 3514FLOOR 3x6 M112 63 FLOOR 4x6 M112011 1 1 1LJR213JobReference (optional) 3x6 M1120II CTx Builders Supply, Plant City. Florida. 33567 6.200 s Jul 13 2005 Mi7Tek Industries, Inc. MonAug15 09:11:59 2005 Page 1 1 6 2 l 1- 7-0 Scale 1:7.0 Ix 5 Ix 3xZi fv11120= 3- 8-0 x AATf20 3- 8-0 LOADING ( psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TIC 0.69 Vert(LL) 0.00 5 "" 480 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.27 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2001/TP12002 Matrix) Weight: 26 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) 5=821/0-3-8, 4=1023/0-3-8 FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-293/0, 3-4=-496/0, 1-6=0/0, 2-6=0/0, 2-7=0/0, 3-7=0/0 BOT CHORD 4-5=0/990 WEBS 2-5=-111810, 2-4=-1118/0 NOTES 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 828 lb down at 1-0-8, and 828 lb down at 3-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-5=-5, 1-3=-50 Concentrated Loads (lb) Vert: 6=-828 7=-828 Guo- Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 August 15,2005 A WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon gygyparameters shown, and is for on individual building component. 1801 Massaro Blvd. Tampa, FL 33619 pApplicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPI I Qualify Criteria, DSB-89 and BCSI1 Building Component k SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison. WI 53719. I e Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless x,y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 O For 4 x 2 orientation, locate plates 0 - 1/16" from outside o edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearingstw (supports) occur. Icons vary but E F reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 v 4. Cut members to bear tightly against each other. a. 5. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 Mitek® Roof Layout Elevation 'D' 5/12 SCALE:1/8' =1'-0' BEARING ELEVATION 8' > > /8- i r = SIMPSON TRUSS HANGER STANDARD CORNER SET UPLIFT CHART LARFL ESCRIP77ON AN7 L 13M R 1366 ANN L t raw 6671 L 2377 R 3641 MATERIAL LIST 07YCR/PTI N 6 ame 1 igl/Ste-2 92 O IV 0 r ItLriO nbNt:e . a lswwtl.: Job !. 3016 0 t by ILL ohed bd by Mos: 6/1./OS ROOF muss urour sheet S203 GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to Identify Les busses no estbn marados de ning6n modo qua the frequency or location of temporary bracing. Identillque la frectlencia o loaliacidn de los arriostres Follow the recommendations for handling, bracing) temporales. Use las reoomendadones de manejo, installing and temporary bracing of trusses. Inslalad6n y ariostre temporal de los trusses. Vea el b9M Refer to area 1.03 r. I de to Gn elk Practice & Metal Plate BLSI 1-03 C fa de Buda Prbctica oara el Maneio. Instaladfin de los Tenses de Madera ConnectadosHandling. Installing &Bracing of connected Wood Trusses for more detailed v Arriostre con Placas de Metalgara Para mayor informad6n. Information. Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden esped8arlasloafizacionesdelosarriostrespemtanentesenlos permanent bracing on individual compression miembros indhvlduales en mnpresf6n. Vea la hoja reyime0 members. Refer to the BG5I-83 Summary 66I-B3 para los arriostres oermanentes v refuerzos de fps Sheet Web Member Permanent Bracing M= R in rcement for more Information. All other permanent bracing design is the responsibility mlembros secundadas (websl pat mayor Informati6n. EI resto de antostres pemwne tes son la respotuabilidad del of the Building Designer. Diseiiador del Eddida Q The consequences of improper handling, installingandbracingmaybeacollapseofthestructure, or worse, serious personal Injury or death. El resulado de un manejo, instalad6n y ardostre t inadeaados, puede ser la cada de la estructura o a6n peor, muertos o heridos. Banding and taus plates have sharp edges. Wear Q' gloves when handling and safety glasses when cutting banding. aEmpaquesyplas de meal tienen border afilados. Use guantes y lentes proteuYores aaando corte los empaques. HANDLING - MANEJO Allow no more No pennies mass Qi Use special are In than 3' of deflec- de 3 pulgadas de windy weather or tion for every 10' pandeo por calla 10 near power lines of span. pies de tramp. and airports. QPick up vertical Levante de la aerda bundles at the superior los grupas top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK Bundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes alma enados en la derra Por una semana o mbs deben ser elevados con bloques a cada 8 010 pies. For long term storage, ewer bundles to Pre- vent moisture gain but allow for ventilation. Para almacen-amiento Por mayor tiemPo, abra los paquetes Para prevenir aumento de humedad Pero pennies ventilad6n. Utflice aidado- especial en dial Yentosos o certa de cables electricos o de aeropuertos. Spreader bar for truss bundles O O 10 Check banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. Q Avoid lateral bending. — Evite la flexl6n lateral. Do not store No all unbraced bundles verticalmente los upright Misses s ueltos. GDo not store on No almacene en uneven ground. derra desigual. HAND ERECTION — LEVANTAMIENTOAMANO BRACING FOR THREE PLANES OF ROOF QTrusses 20' or Trusses30 t ' - ; ' •• EL ARRIOSTRE EN TRES PLANOS DE TECHO lesssupport less, support a[ . at peak ' quarter Points. r Levante Levante de 1-7f This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. del pico los los aartos LJ Este metodo de arriostre es Para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. trusses de 20 de tramo los pies o menos. trusses de 30 II{ Trusses up to 30 I 1) TOP CHORD — CUERDA SUPERIOR Trusses up to 20' pies o menos. I Trusses hasta 30' Trusseshasta20' I , HOISTING — LEVANTAMIENTO Hold each truss In position with the erection equipment until temporary bracing Is installed and truss is fastened to the beating points. Sostenga cada truss en posid6n con la grua hasa que el arriostre temporal este Instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del Pico los trusses de cobs de 30 pies. Greater than 30' Mbs de 30 Dies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGIfUD DEL TRUSS Truss Span Top Chord Temp — ry Lateral Brace (TCTLB) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10, o.c. max. Haste 30 pies 10 pies mbximo 30' to 45' 8' O.C. max. 30 a 45 pies 8 pies mbadmo 45' to 60' 6' o.c max. 45 a 60 pies 6 pies mbndmo 60' to 80•• 4' o.c. max. 60 a 80 pies* 4 pies mbximo Consult a Professional Engineer for trusses longer than W. Consulte a un ingeniero Para trusses de mas de 60 pies. \ f( See BCSI-B2 for TCTLB options. _ lJ Vea el BCSI-82 Para las opciones de TCTLB. \ 60' or less Qk Refer to RQL-UL SummarySheet - Gable End Frame Bradn Repeat diagonal braces. Appnnc 1/2 Vea el resumen Repia los arriostres truss length B6i.g6 - Arriosire dlagonaies. Tagline del truss terminal TRUSSES UP TO 30' de un techo a dos TRUSSES HASTA 30' a9L1a5• 1-7f Set first five trusses with spacer pieces, then add diagonals. Repeat IJ pry on groups of four trusses until all trusses are seL Instate los deco prinmw trusses con espadadores, luego los arriostres reader bar diagenates. Repia este procedimiento en grupos de cuatm trusses Tce— in Toe n hasa que todos JOS cruses ester Insalados. Spreader bar 1/2 to _ I• 2) BOTTOM CHORD — Cl1ERDA INFERIOR TagRne 2/ 3 truss length TRUSSES UP TO 6a Late al braces TRUSSES HASTA 602x4x12' length lapped over two trusses. lxate Spreader bar Attach above or stiffbar* 1max. mid-hetgn` 1 Spreader bar 213 to Diagonal braces 3/4 truss length every 10 truss Tagil. 20' max ) TRUSSES UPTOANDOVER60' spa— TRUSSES HASTA Y SOBRE 60' 10'-15' max Some chard and web members not shown for clarity. BRACING - ARRIOSTRE QRefer to BCSI-82 Summary Sheet - TnLss InsMHk tion andTemporaryBradngformoreinfommation. Vea el resiimen BM-B2 - Lnstalad6n de Tenses y Ariostre Temooral Para mayor Infornad6n. Do not walk on unbraced trusses. N. raminp m trusses sueltos. QLocate ground braces for first buss directly in linewithallrowsoftopchordtemporarylateralbracing. Coloque Jos arriostres de derra Para el primer miss dlrectamente ern lineal con cada una de las filar de arriostres laterales temporales de la c uerda superior. Brace first mess well before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) Tan. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web members Diagonal braces every 10 Dim spaces (20' max.) 10'-15' max. same spacing as bottom chord Some chord and web members riot shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT 1EL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE1 46 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Refer to RrSI-B7 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords Temoorary and 15' o.c. for 4x2 chords Diagonal braces Permanent Bracing 1p' or 15 every 15 truss for Parallel Chord spaces (30' max.) Truss QS for more Information. Vea elresumen BCSI-B7 - Arricstre temporal v I permanence de_ The end diagonal trusses de cuerdas brace for cantilevered patffiela5 Para mayor busses must be placed Lateral braces infomnad6n. on vertical webs in Me 2x4x12' length lapped with the support. over two trusses, INSTALLING - INSTALACION QTolerances for Out -of -Plane. — Tolerandas Para Fuera-de-Piano. Lonpy Max. Bow reaz " MBOOWW LTrussength3/4' 12.6 7/8' 14.6' QTolerances for Tl D/50 D (1.) 1' 16.T Out-of- Plumb.TT 1/4• 1' 1.1/ 8' 18.8 Tolerancias Para c I 1/2' 2. 1-1/ 4' 20.8' Fuera-de- Plomada. a , 5 1 3/8' 22.6 3l4' 3' Plumb bobo I 1, 4' 1-12' 25.0 2' 233. 3' D/SO I-V4' T 2' 2 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION. Do not proceed with construction until all bracing is securely Maximum Static Height and properly in place. for Materials on Trusses No proceda con la consbuod6n hasa que Dodos los ardostres W Height esben colocados en forma apropiada y segura. p+l Do not exceed maximum sack heights. Refer to BCSI--84 Asphalt Shingles G:mmary Sheet - n stnuetlon Loadino for more information. No exceda las ffuWmas alturas recomendadas. Vea el D imed No BCSI-B4 Carea de Con=cd6n Para mayor Infonnad6n. M l 44B Do not overload small groups or single masses.a No sobrerguepequenosgrupos o trusses IndMduales Place loads over as marry trusses as possible. Coloque las cargas sobre tantoS trusses como sea posible. Position loads over load bearing walls. Coloque las cargas sobre las Paredes soportantes. ALTERATIONS — ALTERACIONES' sr © Refer to °BS Summary She: Tniss Damage n Erro lobske ModificationsandInstallatiors. Vea el ; s6men ME-135 Was de busses. Modiflcadon- en la Obra v Errores de L alad6n: Do not cut, alter or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perfore ninguin rNembro estructilml de bs trusses, a menos que este especificamente perniddo en el dibujo del diseno del truss. QI Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approvalmayrendertheTrussManufacturer's Nnited warranty null and void. Teases que se han sobrecargado durante la construed6n o han sido alberados sin una auWrimd6n previa del Fabricante de Trusses, pueden rteitucir o ellminar la garanda del Fabdante de Tenses. I 11Lhv• . M M W ONE BY WOOD BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD W H. (TYP.) VI DOW HEIGHT) CAULK BETWEEN WINDOW. FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK. OR APRV'D. EOL. PERIMETER CAULK BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS a V CAULK BETWEEN . . B.V. 1-1/4- MIN. WOOD BUCK & (BUCK WIDTH) EMBEDMENT MAS•Y. OPENING INSTALLATION ANCHOR BY OTHERS ONE -BY WOOD 3/16' DIA..TAPCON p BUCK BY OTHERS — STUCCO 1-1/4' MIN. BY ETHERS EMBEDMENT SHIM AS REO'D. RIGID VINYL MAX. 0 GLAZING BEAD ( SEE NNOTES) INSTALLATION ANCHOR ( T.YP.) 3/16- DIA. TAPCON ( SHIM AS REO'D. 1/4' MAX. SEE NOTES). FLANGE TYPE WINDOW FRAME . HEADER GLASS TYP.) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL GLASS _ TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE - WOOD BUCK W.V. WINDOW WIDTH) SECTION B-B f W.W. PRECAST SILL c V AaYOTHERS A B C NOTES: SECTION A -A 1) SHIM' AS REO•D. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/4"- D 2) WINDOW FRAME MATERIAL: ALUMINUM . ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE.. 4) USE SILICONIZED•ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J , B VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. EXTERIOR OF WINDOW FLANGE. F 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO•D. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H WHERE TAPCON ANCHORS ARE TO 8E INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY_ 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. ATOPROVIDE 'MIN. 5/8 IN.. EMBEDMENT INTO WOOD BUCK. 10) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 ELEVATIONSERIESSINGLERUNGS. 1 1) WHERE WINDOW IS INSTALLED IN .MASONRY OPENING WITH A STRUCTUAL TWO -BY WOOD BUCK .Sr ®10 SCREWS OF PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK & MAS'Y.. OPENING BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS 0 K SUFFICIENT LENGTH TO ACHIEVE 1-3/8- MIN. EMBEDMENT AT VIEWED FROM EXTERIOR ALL INSTALLATION FASTENER LOCATIONS. TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30nF TO 40PSF 41 PsF TO 7OPSF 30PsF TO 40PSF 41 PSF TO 70PsFSIZESIZE 12 18 1/8 X 25 8 B F,G F,G F,G F,G 13 18 1/8 X 37 3/8 8 B 14 18 1/8 x 49 5/8 8 8 F,G F.G . F.'G 145 18 1/8 x 55 1/4 8 B F,G 18 1/8 x 62 8 8 F,G F.G 15 16 18 1/8 x 71 8 B F,G F,G,H I 17 18 1/8 X 83 B F.G F.G.J,K 1 H2 25 1/2 x 25 B 8 F,G F,G F.G F,G 1H3 25 1/2 x 37 3/8 B 8 B B F,G F,G,H,I 1H4 1H45 25 1/2 X 49 5/8 25 1/2 x 55 1/4 B 8 F,G F,G,H,I IH5 25 1/2 x 62 8 8 F.G F.G,H,I 1H6 25 1/2 X 71 8 B F,G F.G.H.1 1 H7 25 1/2 X 83 8 8 F.G.J.K F,G.J.K 30 1/2 x 26 29 1/2 X 25 B B 8 Ir.G F.G F,G 30 1/2 x 38 3/8 29 1/2 x 37 3/8 B B F.G F.G.H.1 30 1/2 x 50 5/8 29 1/2 X 49 5/8 B F.G F.G,H.I 30 1/2 x 56 1/4 29 1/2 X 55 1/4 B 8 8 F.G F.G.H.1 30 1/2 x 63 30 1/2 x 72 29 1/2 X 62 29 1/2 X 71 B 8 8 F,G.H.I F,G,H.I 30 t 2 x 84 29 1/2 x 83 e 8 F.G.J.K F.G.J,K 22 36 X 25 B B F,G F,G 23 36 x 37 3/8 B B F,G F,G,H.I 24 36 X 49 5/8 B B f,C F,G,H,1 245 25 36 x 55 1/4 36 X 62 B B F,G.H•I F,G,H,I 26 36 X 71 B 8 F,G.H,I O.E.F.G•H.1 27 36 X 83 B B F.G.J.K F..G.H•I•J.K 42 x 26 41 X 25 8 8 6 8 F.G F.G.H.1 42 x 38 3/8 41 x 37 3/8 8 B F,G F.G.H.1 42 x 50 5/8 41 x 49 5/8 B 8 F.G.H.1 F.G.H.1 42 x 56 1/4 41 X 55 1/4 8 8 F,G,H.1 D.E.F•G..H.1 42 x 63 42 x 72 41 X 62 41 x 71 8 8 F.G.H.1 D.E.F,G.H.1 42 x 84 41 X 83 8 8 F.G.J.K F,G.H.I,J.K 48 x 26 47 X 25 B 8 A,C A,C F.G F.G F,6.H,1 48 x 38 3/8 47 x 37 3/8 B A.0 F,G F.G.H.1 48 x 50 5/8 48 x 56 1/4 47 X 49 5/8 47 X 55 1/4 B A.0 F.G.H.1 F.G,H•I 48 x 63 47 x 62 B A.0 F.G.H1 F.G.H.1 D,E.F.G.H1 O.E.F.G.H.I 48. x 72 47 X 71 47 X 83 8 A.0 F K OEFGHIJK 48 x 84 32 52 1/8 X 25 8 A.0 F,G F,G 33 52 1/8 x 37 3/8 8 A,C A,C F,G F,G•H,I F.G.H.1 F.G.H.1 34 345 52 1/8 x 49 5/8 52 1/8 X 55 1/4 B 8 A.C. F,G,H,I D.E.F.G.H.I 35 52 1/8 X 62 B A.0 F.G.H.1 O.E.F.G.H.I 36 52 1/8 X 71 B A,C F,G•H,1 0.E,F.G.H,1 37 52 1/8 X 83 1 8 A.0 F.G.J.K D.E.F.G.J.K,J•K. 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. FLORIDA EXTRUDERS INTERNATIONAL, I SANFORD, FLORIDA 1 u TITLE: INSTALLATION DETAIL SGL. HUNG FLANGE WINDOWS — SERIES 1000 1500 & 2000 DRAWN BY: B B APPROVED BY: IDATE:10/09/01 SCALE: NTS DWG-: FLEX0016 RIOA 72746—SHONE. 401 805-0365 FAX 407 805-0366Lr': PRODUCT' dc'APPUCATION ENGINEERING. INC.. 250 INTERNATIONAL PKY.. SUITE 250. HEATHROw. FLO 4 CAULK BETWEEN WINDOW FIN a SHEATHING INSTALLATION ANCHOR 8 WOOD SCREW STUCCO BY OTHERS WINDOW HEIGHT SHEATHING BY OTHERS GLAZING (TYP.) SEE NOTES) PERIMETER CAULK BY OTHERS INSTALLATION ANCHOR 8 WOOD SCREW STUCCO BY OTHERS CAULK BETWEEN WINDOW ,FIN SHEATHING a SHEATHING BY OTHERS SECTION A -A I' MIN. EMBEDMENT f- 1/4' MAX. WINDOW WIDTH SHIN SPACE TWO BY WOOD BTWO BY WOOD YOTHERSSHIMASREQ'D. STUD BY OTHERS SEE NOTES) SHIM AS (SEE NOTES) D CENrf At1f3, jG` NAME' 1' MIN. EMBEDMENT V IMAX. Fag (SEE T) SHIMIM SPACE cSEE NOTES) SHEATHING BY OTHERS FIN TYPE WINDOW FRAME CAULK BETWEEN HEADER FIN TYPE WINDOW FIN GLAZING (TYP.) WINDOW FRAME a SHEATHING SEE NOTES) _ WINDOW JAMB WIDTH PERIMETER INSTALLATION ANCHOR CAULK Na WOOD SCREW FA BYOTHERSSTUCCOBY OTHERS 24' D. C. MAX. (TYP.) WINDOW HEIGHT FIN TYPE WINDOW FRAME SII ARBLE SILL STOOL BY OTHERS SPACE TYP.) JL( TYP.) 6' MAX. ( TYP.) ELEVATION VIEWED FROM EXTERIOR SECTION B- B NOTES: 1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE SHIM STACK TO BE 1/4" 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF I" INTO WOOD BUCK. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN AT HEAD, SILL & JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FRAME. 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE. 7) GLASS THICKNESS MAY VARY PER THE REOUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUDERS 1500 AND 2000 SERIES SINGLE HUNG WINDOWS. TWO WOOD BY OTHERS REVI DESCRIPTION DATE INI FLORIDAEXTRUDERS INTERNATIONAL, INC. 3 SANFORD, FLORIDA I'MIN. = TITLE: INSTALLATION DETAIL Wi#8 SCREWS EMBEDMENT - SINGLE HUNG FIN WINDOW - SERIES 1000,1500, & 2000 DRAWN BY: BB APPROVED BY: DATE: 12/ 13/O 1 SCALE: N. T. S. DWG.:FLEX0026 -SHT I OF 2 PREPARED BY: PRODUCT 6 APPLICATION ENGINEERING. INC. 250 INTERNATIONAL PKWY., SUITE 250. HEATHROW, FLORIDA 32746 PHONE 407 805-0365 FAX 407 805-0366 iC:rIU S:i-i. 001, J __ 4 MULLIGN X 2 X 1%a rr.' X _/C S L l; :G SEA: A,.\. 7 5` T —c -.' a MiJLLEZiN TAPPTN SMS ON TI iTi_ -1UV 1000 S:N. — JAMB 'TYP.; 1 s X :/In SELF I'a:PPI^i;: ;.4 vl_ SEALANT BETWEEN WINDr7W FLANGES . 48 X 1-1/2 SELF APF:NG SNS r 5) X 4 X , TUBE M11L_Ifl-N 2 X 1/2 SELF TAPPING -PING SMS L SEALANT S_T wEEMJINDBWFLANGES MULLMN APPING SMS 1 X 2 X 2/8 2 X 1/2 _H. 1/uari-'=i:i?'S AP SMJ x16 h J /E vE` t i_LE%ti I ? SE TAPPiNGI SMS L Si_ALAN! CE WEE'Y WINI:C'r FLANGES TAF?IING s m S BEl MULLIub Ica --- i JAM? (T YR) 08 X .-1/2 SELF TAP- F 1 a : SM.S S X 1/2 SELF TAPPIN':: SMS 48 X _—ii 2 SSE Lr 1 '• i =' '* i N: nNlc' Eo` DTf1 Y L-'. CKc Live SC >= t, — SL'!`: 48 X _/= SF_F C•fr TAPPING .. .. SLr1LN'v i ETW r NLrIv' F LANG= S S. MULLION CZ c- Y paw 1 i I I I l i F- I uo VC": - 7A00-, M,- J rJETAil E_E` J, TC`+ - - M r-n e EXTFR -3R 1 FFi c; j tot•ili r_ - AL IIAULLIDNI i! r G:k_ I :t' Lirl!V ' f'. .:vl` CRE c L Hi EA t^ppi IES TO HEAD & S!LL .fiH_RL ' 1 .• X 4 vti c X iiJw` ii_LInhtC ACC I Cn\ ip;STAI_LATION' ANCHOR SCREtd ANCHOR :TYF.:I SILL CLIP 1 /4' A7N, V _ Q R_CAST SILL B`' C-H'_R A: ;t'eY TC HA Riau: T IU 1ALA 'C RP; RS1.4L_i•! ? IO:i HIM j OI r I FLORIDA EXTRUDERS INTERNATIONAL, INC. I SANFORD, FLORIDA iTITL.E: C 1 000/ i'500 - FLANGE SHErT 1 F 2' S C_ F T !1 r R .. i j1 , i r _ ((I C ' Cr ± ii S _ vl l !' .SSIi L C'Al_FP ACT T 1 S DRAWN BY: M: S F= APPROVED BY: nemlW•?! I i r qrer. F. .i ; nwr, r- 4 10! SHEATHING BY OTHERS SHIM AS RE'O'D SEE NOTES) CAULK BETWEEN DOOR FLANGE a SHEATHING STUCCO OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS l D74,p Tr SLIDING GLASS DOOR FRAME SILL " D a Q n D INSTALLATION ANCHOR 8 SCREW. TWO BY WOOD BY OTHERS vl 1/4' MAX. SHIM SPACE' 1-1/8' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) DOOR HEIGHT EMBEDMENT n 1-1/4' MIN. D LIBERALLY APPLY -J CAULKING UNDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE • 3/16' DIA. TAPCON SECTION A -A F ms— DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB TEMPERED GLASS TYP.) 4' MAX. SHIM SPACE TWO BY WOOD od1-1/8 MIN. BY OTHERS EMBEDMENT SLIDING GLASS I HOOK STRIP SHIM AS REO'D. SEE NOTES) INSTALLATION ANCHOR n8 SCREW PERIMETER CAULK BY OTHERS STUCCO OR SIDING BY OTHER SECTION B-B A B A EXTERIOR ELEVATION 2 PANEL DOOR SHOWN 12002 B CAULK BETWEEN DOOR FLANGE a SHEATHING SHEATHING BY OTHERS TEMPERED TYP.) S SLIDING GL..,, INTERLOCK INSTALLATION ANCHOR HOOK STRIP DETAIL WOOD I" RS' iULK BETWEEN I K STRIP L EATHING 1-1/8' MIN EMBEDMENT NOTE 1) DOOR MATERIAL: ALUMINUM ALLOY 6063. 2) 08 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/8' INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD 6 JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART. USE ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE. FOR THE APPROPRIATE DESIGN PRESSURE REO'D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE R CONFIGURATION TO FINISHED OPENING. PLACE INSTALLATION ANCHORS. IN FRONT OF HOOK STRIP AS SHOWN._ 8) GLASS THICKNESS MAY VARY PER REOUIREMENTS OF ASTM E1300 GLASS CHARTS. 9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING'GLASS. 10) JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. Il) SHIM AS REO'D. AT EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO .BE 1/4% 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS. 13) WHERE 'X' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED. CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING. HOWEVER INSTALLATION SECTIONS 'A -A'. 'B-B' L HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS. 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. REVI DESCRIPTION DATE INI. F L R I li A INT., EXTRUDERS SANF.ORD FL. TITLE: SLIDING GLASS DOOR INSTALLATION WITH- 48 SCREWS DRAWN BY: BB APPROVED BY: ATE: 12/17/01 SCALE: NTS jDWG #FLEX0027 SHT l OF oorosorn n.. oon rn,rT i APPIICATIom EMG£NEERIMG. INC.. 250 INTERNATIONAL PKVY.. SUITE 250. HEATHROw. FLORIDA. 32746, 407-805-0365 FAX 407-805-0366 4' bath duc- to roof cap w/Fan-tight f 3' both duc- to roof cap fan 0 3.0 TQN V/IOKV e240V IPH 18x13 plen 22x14 rod platform by - bldr 3' bath duct to roof cap w/Fan c A c AREA CALLUrATIONS dryer wall cap SECOND• FLOU2 PLAN - FIRST FLOM PLAN OPTS NA1 RATH tW'6 rar must nave a vnnmww cteornnce of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulation value. Iscale =1/8'=1'0' N 3' bath duct to roof cap w/fan U 42X42 -A C -SLAB BY BLDR MIN 2' FROM WALL W U4 t I ('') W X IY bi J CDI— LJ 0 DzQ WD U :2: 00 Rating z O U) m W Z o z Q o w I-- Q O Q tY m J U) C) 0 k....._._.,.y w-.. _:.y PLOT PLAN DESCRIPTION: (AS FURNISHED) . LOT 277, PRESERVE AT LAKE MONROE, UNIT 2 AS RECORDED IN PLAT BOOK.; 66, PAGES 10-11 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) srnleac cnnrerr No Tn MOD% 1' - 30, GRAPHIC SCALE 21 0 15 30 LOT 277 CONTAINS 5750 SQUARE FEET f (LOT ONLY) THIS STRUCTURE CONTAINS 2136 SQUARE FEET t TOTAL CONCRETE 513 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 3101 SO. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 46% f LOT 277 UP TO CURB CONTAINS 6300 SQUARE FEET THIS STRUCTURE CONTAINS 2136 SQUARE FEET t CONCRETE 646 SO. FT. f INCLUDING (SIDEWALK/APRON) TOTAL SOD 3318 SO. FT. t TRACT A STORMWATER MANAGEMENT AREA 50.00' S00'06'05"E LOT 277' DRAINAGE TYPE B m I N 1I I19 •; I 5.0' 15.0 40.0' 40.00' RI.L.I F b PROPOSED 3514C6:D Q Lf) FINISH FLOOR ELEVATION-15.60 4i j L±) " O O Lo LOT 278 If) d o a Uri LOT 276 rn o DO r I s.o C4 r T 7 14.3' DOZP_d `: c V) 20.7' r;a; ; :'• 10 UTILITY EASEMENT ja 50.00' CENTERLINE OF/ RIGHT-OF-WAY WILLOWBAY RIDGE STREET 50' RIGHT-OF-WAY BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION UST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO UE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 277 BEING N8953'55'E PER PLAT. FIELD DATE:) REVISED: SCALE- 1' — 30 FEET APPROVED BY: Si JOB NO. ASM45530 DRAWN BY: r PLAN 5/20/03 SOD FIT 8/04/04 SOO LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY CENTERLINE PCC POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE POC POINT ON CURVE PROPOSED ELEVATION OR pD PLANNED RECORD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW a DENOTES DELTA ANGLE CONCRETE L C.B. DENOTES ARC LENGTH DENOTES CHORD BEARING LB LICENSED BUSINESS PC DENOTES POINT OF CURVATURE LS LICENSED SURVEYOR PIPRC DENOTES POINT OF INTERSECTIONDENOTESPOINTOFREVERSECURVATURE PRM PERMANENT REFERENCE MONUMENT PT DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL P) PER PLAT UP UTILITY PAD M MEASURED CBW CONCRETE BLOCK WALL FND FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLAB S/W SIDEWALK C CHORD LENGTH CP CONCRETE PAD SO. FT. SQUARE FEETPB R PLAT BOOK RADIUS NO NATURAL GRADE PGS R/W RIGHT-OF-WAY PAGES PSM PROFESSIONAL SURVEYOR AND MAPPER AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 1030 N. ORLANDO AVENUE. SUITE B NTER PARK. FLORIDA 3 789 (407) 426-7979 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND' IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. S 3/OS FOR THE FIRM JAMES JAY ALES PSM#4997DATE k t r FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 35, LMR Builder. CENTEX Address: O WILLOWBAY RIDGE STREET Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner. CENTEX HOMES Jurisdiction Number. 6915000 Climate Zone: Central I. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (150) 7. Glass area & type Single Pane a. Clear glass, default U-factor 418.0 fi' b. Default tint 0.0 ft' c. Labeled U or SHGC 0.0 151' 8. Floortypes a. Slab -On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood. Exterior c. Frame. Wood, Adjacent d N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Rer Unc. AHISealed):Garage b. Sup: Unc. Ret: Con. All(Sealed):Interior New _ Single family _ I 6 Yes _ 3515 ft' Double Pane - 0.0 ft' - 0.0 A, - 0.0 fY' R=0.0, 162.0(p) ft _ ft' R=4.1, 1038.6 W _ R=I 1.0, 1405.0 ft' R=1 1.0. 208.0 W R=19.0, 1998.0 fi' _ Sup. R=6.0, 1.0 ft _ Sup. R=6.0, 1.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A• 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Ilot water systems a. Electric Resistance b. NIA c. Conservation credits HR-Heat recovery, Solar DI-IP-Dedicated heat pump) 15. IIVAC credits CF-Ceiling fan, CV -Cross ventilation, IF -Whole house fan, PT -Programmable Thermostat, MZ-C-Mullizone cooling, M7_-11-Multizone heating) Glass/Floor Area: 0.12 Total as -built points: 46562 PASSTotalbasepoints: 50564 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 Floriy Code. OWNERIAGENT: _ DATE: MIRY 19 200 --- Cap: 30.0 kBtu/hr _ SEER: 12.00 _ Cap: 36.0 kBtu/hr _ SEER: 12.00 Cap: 30.0 kBtu/hr _ HSPF: 7.80 _ Cap: 36.0 kBtu/hr _ HSPF: 8.35 _ Cap: 50.0 gallons _ EF: 0.86 PT, Review of the plans and STgT specifications covered by this O HE o calculation indicates compliance with the Florida Energy Code. Before construction is completed v this building will be inspected for ft compliancewithSection553.908 c cop FloridaStatutes. WE BUILDING OFFICIAL: DATE: __ R{ FORM 60OA-2001 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 3515.0 25.78 16311.0 Single, Clear NE 1.0 16.0 32.0 47.10 1.00 1503.5 Single, Clear NE 3.0 20.0 7.0 47.10 0.98 323.3 Single, Clear NMI 1.0 17.0 32.0 40.72 1.00 1300.0 Single, Clear SW 1.0 18.8 40.0 56.99 1.00 2277.0 Single, Clear SW 1.0 17.0 32.0 56.99 1.00 1821.2 Single, Clear SW 1.0 17.0 16.0 56.99 1.00 910.6 Single, Clear SE 1.0 17.0 32.0 61.07 1.00 1953.6 Single, Clear SE 1.0 17.0 32.0 61.07 1.00 1953.6 Single, Clear NE 1.0 6.0 32.0 47.10 0.97 1463.5 Single, Gear NW 1.0 6.0 16.0 40.72 0.97 632.7 Single, Clear SE 1.0 6.0 16.0 61.07 0.96 941.4 Single, Clear SE 1.0 6.0 16.0 61.07 0.96 941.4 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 877.8 Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1755.5 Single, Clear M 1.0 5.0 19.0 40.72 0.95 738.1 Single, Clear NE 1.0 6.0 32.0 47.10 0.97 1463.5 Single, Clear NE 1.0 7.0 16.0 47.10 0.99 742.6 As -Built Total. 418.0 21599.3 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 208.0 0.70 145.6 Concrete, Int Insul, Exterior 4.1 1038.6 1.18 1225.5 Exterior 2443.6 1.90 4642.8 Frame, Wood, Exterior 11.0 1405.0 1.90 2669.5 Frame, Wood, Adjacent 11.0 208.0 0.70 145.6 Base Total: 2651.6 4788.4 As -Built Total: 2651.6 4040.6 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior Wood 18.0 7.20 129.6 Exterior 38.0 4.80 182.4 Exterior Wood 20.0 7.20 144.0 Base Total: 38.0 182.4 As -Built Total: 38.0 273.6 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1998.0 2.13 4255.7 Under Attic 19.0 1998.0 2.82 X 1.00 5634.4 Base Total: 1998.0 4255.7 As -Built Total: 1998.0 5634.4 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge@1FIaRES'2001 FLRCSB v3.30 FORM 60OA-2001 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 162.0(p) -31.8 5151.6 Slab -On -Grade Edge Insulation 0.0 162.0(p 31.90 5167.8 Raised 450.0 -3.43 1543.5 Raised Wood, Adjacent 11.0 450.0 1.80 810.0 Base Total: 6695.1 As -Built Total: 612.0 4357.8 INFILTRATION Area X BSPM Points Area X SPM Points 3515.0 14.31 50299.7 3515.0 14.31 50299.7 Summer Base Points: 69142.1 Summer As -Built Points: 77489.8 Total Summer X System = Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 77489.8 0.455 1.087 x 1.150 x 1.00) 0.284 0.950 10987.1 77489.8 0.545 1.079 x 1.150 x 0.85) 0.284 0.950 13184.5 69142.1 0.4266 29496.0 77489.8 1.00 1.155 0.284 0.950 24171.7 EnergyGaugeI DCA Form 60OA-2001 EnergyGaugea&RaRES'2001 FI_RCSB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Over -hang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Points 18 3515.0 5.86 3707.6 Single, Clear NE 1.0 16.0 32.0 14.70 1.00 470.5 Single, Clear NE 3.0 20.0 7.0 14.70 1.00 103.0 Single, Clear NW 1.0 17.0 32.0 14.97 1.00 478.8 Single, Clear SW 1.0 18.8 40.0 11.59 1.00 464.0 Single, Clear SW 1.0 17.0 32.0 11.59 1.00 371.3 Single, Clear SW 1.0 17.0 16.0 11.59 1.00 185.6 Single, Clear SE 1.0 17.0 32.0 10.59 1.00 340.4 Single, Clear SE 1.0 17.0 32.0 10.59 1.00 340.4 Single, Clear NE 1.0 6.0 32.0 14.70 1.00 470.7 Single, Clear NN 1.0 6.0 16.0 14.97 1.00 239.1 Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.1 Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.1 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.5 Single, Clear SW 1.0 6.0 32.0 11.59 1.01 374.9 Single, Clear NN 1.0 5.0 19.0 14.97 1.00 283.9 Single, Clear NE 1.0 6.0 32.0 14.70 1.00 470.7 Single, Clear NE 1.0 7.0 16.0 14.70 1.00 235.3 As -Built Total: 418.0 5362.4 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 208.0 1.80 374.4 Concrete, Int Insul, Exterior 4.1 1038.6 3.31 3432.6 Exterior 2443.6 2.00 4887.2 Frame, Wood, Exterior 11.0 1405.0 2.00 2810.0 Frame, Wood, Adjacent 11.0 208.0 1.80 374.4 Base Total: 2651.6 5261.6 As -Built Total: 2651.6 6617.0 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 0.0 0.00 0.0 Exterior Wood 18.0 7.60 136.8 Exterior 38.0 5.10 193.8 Exterior Wood 20.0 7.60 152.0 Base Total: 38.0 193.8 As -Built Total: 38.0 288.8 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1998.0 0.64 1278.7 Under Attic 19.0 1998.0 0.87 X 1.00 1738.3 Base Total: 1998.0 1278.7 As -Built Total: 1998.0 1738.3 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeURaRES'2001 FLRCSB v3.30 FORM 60OA-2001 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 162.0(p) -1.9 307.8 Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0 Raised 450.0 -0.20 90.0 Raised Wood, Adjacent 11.0 450.0 1.80 810.0 Base Total: 397.8 As -Built Total: 612.0 1215.0 INFILTRATION Area X BWPM Points Area X WPM Points 3515.0 -0.28 984.2 3515.0 0.28 984.2 Winter Base Points: 9059.7 Winter As -Built Points: 14237.2 Total Winter X System = Heating Total X Cap X Dud X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 14237.2 0.455 1.078 x 1.160 x 1.00) 0.438 0.950 3138.3 14237.2 0.545 1.068 x 1.160 x 0.87) 0.409 0.950 3518.0 9059.7 0.6274 5684.1 14237.2 1.00 1.167 0.421 0.950 6648.6 EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge&RaRES'2001 FLRCSB Q.30 FORM 60OA-2001 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 6 2564.00 15384.0 50.0 0.86 6 1.00 2623.63 1.00 157.41.8 As -Built Total: 15741.8 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 29496 5684 15384 50564 24172 6649 15742 46562 PASS EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge&F1aRES'2001 FLRCSB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wa foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chas soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plat attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Mulfi-stary 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 NFP have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All duds, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Duds in unconditioned attics: R-6 min. insulation. HVAC Controls 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. EnergyGaugeT" DCA Forth 60OA-2001 EnergyGaugea&RaRES'2001 FLRCSB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.8 The higher the score, the more efficient the home. I. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms S. Is this a worst case? 6. Conditioned floor area (fi') 7. Glass area & type Single Pane a. Clear - single pane 4 18.0 fir b. Clear - double pane 0.0 fi' c. Tint/other SHGC - single pane 0.0 ft' d Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A L Ducts a. Sup: Unc. Ret: Unc. Ali(Sealed):Garage b. Sup: Unc. Ret: Con. AH(Sealed):Interior New Single family _ 1 _ 6 _ Yes _ 3515 W Double Pane 0.0 fi' _ 0.0 I'll - 0.0 ft, - R=0.0, 162.0(p) ft _ 11=11.0,450.0ftr _ R=4.1, 1038.6 ft' _ R=11.0, 1405.0 fir _ R=11.0, 208.0 ft' R=19.0, 1998.0 ft' Sup. R=6.0, 1.0 ft Sup. R=6.0, 1.0 fl 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric cleat Pump c. N/A 14. Flot water systems a. Electric Resistance b. N/A c. Conservation credits FIR -Heat recovery, Solar DIIP-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) 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: MAY 19 2005 Address of New Home6WILLOWBAY RIDGE ST.City/FLZip: LAKE MONROE/32747 Cap: 30.0 kBtu/hr _ SEER:12.00 Cap: 36.0 kBtu/hr _ SEER: 12.00 Cap: 30.0 kBtu/hr _ IISPF:7.80 _ Cap: 36.0 kBtu/hr HSPF:8.35 _ Cap: 50.0 gallons _ EF: 0.86 PT, yOF-WE S7-4 Fp O' ne a t NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is-W a Building Energy Rating. !f your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarIli designation), your home may qualify for energy efffciencv 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 850/487-1824. EnergyGauge® ( Version: FLRCSB v3.30) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 3514 8.29.01 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 631-2665 information FOT Notes:- N40013- 3514 Weahw. Qbrdo AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 'F Outside db 93 "F Inside db 70 °F Inside db 75 `F Design TD 32 °F Design TD 18 'F Daily range M Relative Fxmidfy 50 % Moisture difference 43 grlb Heating Summary Sensible Cooling Equipment Load Sizing Buildlrxl heat loss 46173 Bbn Structure 355939 Btih Verltil 6w air 0 cfm Ventilation 1980 Bhh Ventilation 3 0 F Desigl bads 46173 Btuh ht. Rate&Wing rritoer 0-98 Infiltration Total sens. equip. bad 37161 Btih Methal &Tpffied Latent Cooling Equipment Load Sizing quality Average Peaces 0 blernal gains Z300 Bhh Venfila ion 2949 Bhh Heating Coi T Infiltration 5528 Btuh Area (ftj 351g 35 Total latent equip. bad 10TR Bhh Volume (W) 28120 28120 Air F e r bad 474.4 Bbihct> 328 18 ReqTOWRt?c}.ai-Capadyat0.70%SFiR'= 4.4 tonton Heating Equipment Summary Cooling Equipment Summary Mahe nla Halm nla Trade rVa Trade nla r11a n/a Na Efficim y Na Efficienx nla Healing irVA Sensible co*V 0 Btih Heating output 0 BGh Latent cooing 0 Bkh Heating rise 0 `Fetmg TOW 0 BUi ralAfan 0 Cfm Actual fan 0 Cfm Heating ar flow factor 0.000 ofinBhdn Cooling air flow factor 0.000 cfiTuBbh Space tierrrlosta4 n1a Load sensil:{e heat ratio 0 % Prykut oergied by ACCA to meet ad req xemer is of Manual J 7th Ed. wr1glhltsoft Right -Suite Residential' S.5.06 RSP26014 2002-Apr-04 10:16:47 ACCA E:1Files%AFox d Jacobs 20021351413514.rsr Page I RIGT RKSHEETEntired0House DEL AIR HEATING)UR CONDMONING,R Job: 3514 8.29.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 I Harredown Er*eHouse WHE I ZDW2 2ffwwvv_. r LffUlhdapasedud 39W Ift 170D R 210JD a 3 lbomdrisb mm4Ce& Vs Cora Option 0 lied bud d 0 a d n 0 d n TYFECF CST MM P. t.A" A. Ldp4 A. Ld" A. E) FOSU;E Na Hg C., W) ft I as OF) Hb3 C19 W) ft I C19 H4 09 5 Gross a IQ 41 ZI m m b 13C 3 U a 96 wallsard C 12C 2-1 I.E Im PD%— d 01 U e 0.( 0jo f 0A O. 61 WIINWSMd a IC 37f 314 IM 1* 1 gbss dms b ac 371 4( I'm m Hea5ng c 9r, 3B:j C d 0.1 e CL( 1 0.1 7 VftbAisard North 2Q 153 3A gloss doors NE#M 0. 0 0 COO" FAIN 54. 12E21 10 126 SEGN 01 0 0 SOLA, 36.2 m lem Hoe 0.1 0 0 81 01" doom a ItA 18-c I27 31 717 IM 31 71 484 C b IIA 18-C Iz? 0 C 01 O.0 0 0 9 Nd a 14B 4.4 21 109C 4884 2183 Im 4884 2163 ev— d b 13C 3, 1 246 91 71 246 91 molls and c 12C 2_1 M 151( 4349 2935 151( 431 2XE PA50- d 0.( 0.C1 0 e 1 0. 1 od 1 0 If 0 61 0 10 cefivs a Im V IA 2DIC m 2W C 2N 2151 2827 b 0A Of 0 c Of 01 0 Id0.( 0.( 0 e 0.( Of 0 f of 01 01 1 11 Floors a, 22A 25 0. 170 4406 0 1 4406 C 4otz loom b W 1. 0. 5t6 586 0 516 WE PeFndr C 0. 0. C 0 is dsQt d 0.. Of 0 for slab e 0.. 0.( C 0 II—) — f 0. 0 12 Irtbution a 29 9.5 xq I t5la 37t2i ZZ2 65M 21(2 170I X 13 SLbWbss-64&+11+12 41975 ME Uw ed3rd hea" LESS banskr C 4 90fiv redstrbLAW Duct loss twil C 4193 Im m m A 15 TdA loss = M14 1 461731 20n 16 Irt Win& pwob@ 3DO 31ID 7 21CO 3 — A" t @? 1800 0 17 SubU RSH 9*F=748-+12+16 32W2 Lessedurt- dowling 0 1. Lemtansfer0C—" 0 181Dictgpin - 0] 3267 W/I l(E3 V/ 4 V Told RSH gii"17+18)'PLF IJOD X) 3EI Mo Ito 20 1 Airmquired _] 22001 2DD mi Rwibtt oabW by ACCA tD meet al mqjhr11ents d Ma xd J M Ed Right - Suite Residential' 5.5.06 RSR26014 2002-Apr-04 10:16:47 4CC1' E:%FileskftFox & Jacobs 20021351413514.rsr Page 1 MSTR. BR a n e c c n 0 d 1 1 90 1.0 1.0 1.0 52 54A 32.0 0.0 MSTR. BTHNVIC a n n c c n 0 d 1 1 90 1.0 1.0 1.0 32 20A 10.0 0.0 GAME RM a n w c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 32.0 0.0. a n w c c n 0 d 1' 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0 wright5oft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-04 10:16:47 E-%FilesXRFox d Jacobs 2002%351413514.rsr Page 2 RIGHT-J WINDOW DATA 0 DEL AIR HEATING,AIR CONDITIONING,R Job: 3514 8.29.01 109 CODUERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y. T M R R LDY BDRM6 a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 16.0 0.0 WIC/BTH2 FAMILY a n e a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 320 0.0 NOOK/KITCHEN b n e a C n 0 d 1 1 90 1.0 1.0 11.0 7.0 54A 40.0 0.0 DINING/LIVING a n n a C n 0 d 1 1 90 1.0 1:0 11.0 5.2 20.4 32.0 0.0 a n w a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 BDRM2 a n w C C n 0 d 1 1 90 1.0 1.0 4.0- 52 54.4 32.0 0.0 BDRM3 a n S C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 30A 16.0 13.5 BTH3MIIC BDRM4 a n S C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 30A 16.0 13.5 BTH4 BDRM5 a n e C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 S wrightsoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-04 10:16:47 gCJCA E:1FilesV%Foz a Jacobs 2002%351413514.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 3514 8.29.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation` 1. Winter it -a6on AVF 0.70 ach x 28120 ft3 x 0.0167 = 328 cfm Isolated zones = 0 Cfm TOW = 328 cfm 2 Weser Mation bad 1.1 x 328 cfm x 32 °F VVrterTD = 11548 Btuh 3. V1fr> x in1bation HTM 11548 Bhh 1 392 ft' Total window = 29.5 BtuhtF and door area Procedure B - Summer Infiltration HTM Calculation 1. Simv eer iddbation AVF 0.40 ach x 28120 ft3 2 Surnmer i Ration bad 1.1 x 187 cfm x 18 3. &XTVT er Ftbabon HTM 3712 Bk h / 392 x 0.0167 = 187 cfm Isolated zones = 0 cfm Total = 187 cfm F Sure-aTD = 3712 Bhh Total window = 9.5 Btul A 2 and door area Procedure C - Latent Infiltration Gain 0.68 x43 gr/lb moistdiff_ x 187 cfm = 5528 BU1 7771 Procedure D - Equipment Sizing Loads 1. Sensible sing bad Sensble ver>dation load 1.1 x 100 cfm vent x 18 'F Rimier -ID 1980 Bhh Sensble bad for structure (Line 19) 35939 Bhh Sum of va t3ationn and shuchae bads 37919 Bhh Rating and llempeahue swag n ffpfier x 0.98 Eq *nient sizing bad - Sensible 37161 Bhh 2 Latent sang bad Latert ver3a5on bad 0.68 x 100 cfm vent x 43 gr/lb moistd'rff. 2949 Bhln Irtm-d loads = - 230 Btuh x 10 people 2300 Bhh Irtbation bad from Prooedufe C 5528 Bkh Eq *ffierlt sung load - U3 t 10777 Bhh Carishw ion Quality is: a No. of Fueplaoes is: 0 Primal oatified by ACCA b meet al req xmerlts of Manual J 71h Ed. WrightSOft Right -Suite Residential- 5.5.06 RSR2ti014 2002-Apr-04 10:16:47 X-0, E:1FilesWox 6 Jacobs 200213514U514.rsr Page 1 MSTR. BR a n e c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 32.0 0.0 MSTR. BTH/WIC a n n c c n 0 d 1 1 90 1.0 1.0 1.0 32 20A 10.0 0.0 GAME RM a n w c c n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 32.0 0.0 a n w c c n 0 d 1 1 90 1.0 1.0 1.0 52 54A 16.0 0.0 wrightsoft Right -Suite Residential' 5.5.06 RSR26014 2002-Apr-04 10:16:47 4CCA E:1Files111Foc 6 Jacobs 2G02%351413514.rsr Page 2 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: 3514 8.29.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R LDY BDRM6 a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 16.0 0.0 WIC/BTH2 FAMILY a n e a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 32.0 0.0 NOOK/KITCHEN b n e a C n 0 d 1 1 90 1.0 1.0 11.0 7.0 54.4 40.0 0.0 DINING/LIVING a n n a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 20.4 32.0 0.0 a n w a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 BDRM2 a n w C C n 0 d 1 1 90 1.0 1.0 4.0 5.2 54.4 32.0 0.0 BDRM3 a n S C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 30.4 16.0 13.5 BTH31WIC BDRM4 a n S C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 30A 16.0 13.5 3fIn, L, BDRM5 a n e C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54A 16.0 0.0 vvrlght501t Right -Suite Residential- S.5.06 RSR26014 2002-Apr-04 10:16:47 CA E:1FilesV\Fox d Jacobs 20021351413514.rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job:3384 9.5.95 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 W S D W G S S O N A S O O W C W S L N K I A L L T H V G N H V V H H N H D Y R L ZW E M D G Z L O X Y T M R R SITTING a n a c n 0 d 1 s b c n 0 1 90 1.0 150 30.41.0 6.0 .4 19.0 19.0 a n s a n se b c n 0 n 1 1 90 1.0 10.0 2.0 3.0 76.4 12.0 12.0 c n se b c n 0 d 1 1 90 1.0 10.0 2.0 8.0 47.4 20.0 20.0 MASTER BEDROOM a n a c n 0 d 1 1 90 1.0 1.0 1.5 6.0 20.4 9.0 0.0 MASTER BATH a n w b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 16.0 0.0 a n sw b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 12.0 1.5 a n FOYER a n w a c n 0 n 1 1 90 1.0 1.0 9.5 2.0 87.4 12.0 0.0 DINING a n w a c n 0 d 1 1 90 1.0 1.0 10.0 6.5 54.4 39.0 0.0 KITCHEN LAUNDRY a n s a c n 0 d 1 1 90 1.0 1.0 11.0 3.0 30.4 7.0 0.0 BREAKFAST a n s a c n 0 d 1 1 90 1.0 1.0 11.0 6.0 30.4 39.0 0.0 FAMILY a a b n e a c n s a cnn n n 0 0 d d 1 1 1 90 1 90 1.0 1.0 5.0 29.0 1.0 1 1.0 6.0 8.0 54.4 20.4 39.0 48.0 20.5 OD LIVING a b c n e a c n e a cn n n 0 0 n d 1 1 1 90 1 90 1.0 1.0 11.0 11.0 2.0 2.0 3.0 8.0 87.4 54.4 6.0 16.0 6.0 4.014A tW- 5.0.45 RSR26014 20014Aay-03 19.11.49 Page 1wrightsc3ftRight -Suite ACCh E_1Filefteerde,A354IUS4113541a.rw Resider RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONINGrR 109 COMMERCE STREET. LAKE MARY. FL 32746.6206 Phone: (407) 831-2665 Job:3384 9.5.95 1 tiAANUAL J: 7th Ed. Name of room Entire House ZONE 1 ZONE 2 2 Length of exposed wall 415.0 ft 238.0 ft 177.0 ft 3 Room dimensions CeiMgs Condit. Option 9.0 ft heat/cool d 9.8 ft heat/cool d o 8.3 ft heat/cool d o TYPE OF cS HTM Area Load (Bluh) Area Load (Btuh) Area Load (Bluh) Area EXPOSURE NO Htg Clg ft.) Htg Clg ft') Htg Clg W) Htg Clg Htg Clg 5 Gross a 14 4.6 2.1 1764 1764 270 0 1440Exposedb122.9 1.9 1710 walls and c 13 3.2 1.2 308 308 0 partitions d 0.0 0.0 0 0 0 0f0.0 0.0 0 0 6 Windows and a 1C 37.0 421 15560 260 9610 161 5951 0 glass doors b 8C 37.0 112 4140 112 4140 0 H. Heating c 9C 38.7 36 1394 36 1394 0 0 d 0.0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0 f 0.0 0 0 0 0 0 0 7 Windows and North 21.1 236 4988 214 4533 22 456 I glass doors Footing NE/NW' E/W 39.4 58.4 12 244 473 14228 12 106 473 6177 0 137 0 8051 SE/SW 47.4 10 497 10 497 0 0 South 30.4 67 2034 65 1976 2 58 Horz 0.0 0 0 0 0 O 0 8 Other doors a 10 14.7 9.9 58 854 576 58 854 576 0 0 0 b 0.7 0.0 0 0 0 0 0 0 O 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 9 Net a 148 4.6 2.1 1407 6483 2897 1407 6483 2897 0 0 0 exposed b 12 2.9 1.9 1458 4199 2834 179 516 348 1279 3684 2486 walls and c 13C 32 12 290 914 339 290 914 339 0 O O 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 e o-0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16 1.1 1.4 2109 2227 2922 668 705 926 1441 1521 1997 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 238 6169 0 238 6169 0 0 0 0 Note: room b 2 2.3 1.0 0 0 0 0 0 0 0 0 0 Perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 1s displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0forslaba0.0 0.0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 Infiltration a 21.9 7.0 627 137231 4411 466 101991 3278 1611 3524 1133 13 Subtotal loss=6+8..+11+12 55662 40983 14679 Less external heating 0 0 0 Less transfer 0 0 0 14 Dud loss 10° 5566 100 4098 10° 1468 15 Total loss = 13t14 61228 45081 16147 16 Int. gains: People @ 300 8 2400 6 1800 2 600 0Appl. @ 1200 2 1800 2 1800 0 17 Subtol RSH gain=7+8..+12+16 40401 25620 14781 Less external cooling 0 0 0LesstransferO0 18 Dud gain 10° 4040 100 2562 10 1478 19 Total RSH gain=(17+18)'PLF 1.00 44442 1.00 28182 1.00 16259 20 Air required (cfm) 1 220011 2200 1400 1400 800 800 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr ghtsofL Rigt&Sude Resider"- 5.0.45 RSR26014 2001-May-03 19:11:49 C.A E:1FksVerdexU541%354113541a.1v Page 1 RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 3514 8.29.01 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 Notes: MODEL 3514 JOIN 6I: Ul ailI t]ry Winter Design Conditions Outside db 38 °F Inside db 70 °F Design TD 32 "F Heating Summary Buiding heat loss 46173 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat bad 461733 Bbh Infiltration Method Sited Construction quafty Average Replaces Area ft Heat'1g Coo351g Z) 5 5 Volume (W) 28120 28120 Air (drn) 328 087 Heating Equipment Summary Make n/a Trade n/a Na Efficiency HeafixJ input n/a Heat M output 0 Bbh Adualbeating fan 0 cfm Heating air flaw factor 0.000 dmlBbh Space d mnostat fda Summer Design Conditions Outside db 93 "F Inside db 75 °F Design TD 18 °F range M t' fxtrrlidty e50 /e Moisture difference 43 grAb Sensible Cooling Equipment Load Sizing Structure 35939 Bbh Ventilation 1980 Bb h Design 3.0 °F Use dzila n Ratdsnang m ftipfier 0.98 Total sees. equip. bad 37161 Bbh Latent Cooling Equipment Load Sizing internal gams 2300 Bbh Ventilation 2949 Btth Infiltration 5528 Bl h Total latent equip load 10777 Bt h Total equi load 47938 Bbh Req. bat at 0.709/6 SHR • - 4.4 bon Cooling Equipment Summary We Na Trade n/a Na Wa EfTraerc n/a Sensilk Cooling 0 Bt h Latent cooling 0 Bhh TActual Coo g fan 0 cffmn Coo" air flow factor 0.000 dnvBhh Load sensible heat ratio 0 % Rytout Cetified by ACCA to meet all regmernerts of Manual J Ah Ed. wr1gl->ttsoft Right -Suite Residential- 5.5.06 RSR26014 E:1Files111Foz 8 Jacobs 20021351413514.rsr 2002-Apr-04 10:16:47 Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 3514 8.29.01 109 COMMERCE STREET, LAKE MARY. FL 32746.6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Wnter ifitt ation AVF 0.70 ach x 28120 ft3 x 0.0167 = 328 cfm Isolated wales = 0 cfm Tots! = 328 cfm 2 Wnter infiltmbon bad 1.1 x 328 cfm x 32 °F Wrter TD = 11548 BhAh 3. Wnter infiltration HTM 11548 Bbb / 392 ftZ Total window = 29.5 Btuht' and door area Procedure B - Summer Infiltration HTM Calculation 1. Sunnier Qlfittration AVF 0.40 ach x 28120 ft3 x 0.0167 = 2 Sunnier h2bation bad 1.1 x 187 cfm 3. Sumter iifilbatbn HTM 3712 Bhh1 / 392 Isolated zones = Total = x 18 °F SLnyrlerTD = ftZ Total window = and door area 187 cfm 0 cfm 187 cfm 3712 Bb-h 9.5 BtubA' Procedure C - Latent Infiltration Gain 0.68 x 43 gr/Ib ' moistdiff. x 187 cfm = 5528 Btuh 7771 Procedure D - Equipment Sizing Loads 1. Sensble siting bad Sera)le verdation bad 1.1 x 100 cfm vent x 18 °F &mTerTD = 1980 Bt1Jh Ser>stble load for sbUcb" (I..iie 19) + 35939 Bb i Sun of ventation and str1x111re bads = 37919 Bluh Rating and tanper-ahue Swing rrndV" x 0.98 EgApmerd s'OM bad - wish* = 37161 Bhh1 2 Latent siting bad Latent \entkition load 0.68 x 100 cfm vent. x 43 gr/lb moistdiff. = 2949 Bbih Irdernal bads = 230 Bbh x 10 people + 2300 BUi Irffdtr-ation bad from Prooedure C + 5528 Bbh Equ4xrierlt sing bad - latent = 10777 BU1 No. of Fcepboes is: 0 Rvil to oedified by ACCA to meet all reg m n>erds of Mwual J 7th Ed. wrllghtsoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-04 10:16:47 AC01, E:1Fileslf\Fox d Jacobs 2002\3514t3514.rsr Page 1 RIGHT-J WORKSHEET Entire House - DEL AIR HEATING,AIR CONDITIONING,11 Job: 3514 8.29.01 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 rnm NOnedmnEF*e House zoo ZOW2 2 La-tjhdapmWvkd 39DD ft 170D ft 210.0 0 4T3Romdy Ceings Coxil. Opfrn 110 1 heallopol d 110 111 d n 8.0 d n rtFECF mIift HTM AM Load" Ame LoEd Area Ladft," Area E)FOS-IRE NDL lCig fe) Hb3 C19 p) ft clg OF) H4 C19 H4 cog 5 CW= a M 41 21 m 12& SPOBEd b 13C 3; U 9E 9f vQL- ard c; 12C 2 I.S IN im d 01 0.( e 01 0.0 f 01 O.0 6 VlAxbnand a IC 371 3$4 IM 4144 5322 17( 62fr gt3ssdms b 8C 371 41 I'm I'M H9*9 C 9C 383 C d 0.( e 0.( f 01 7 VVnJ3KG and North 2D. 6E 1409 a 653 1 gbssdocxs NEWW 0. 0 0 Coolng EW 54 m 12521 10, 56M 128 SEISW 0. 0 0 Soulh 30. 16M 41 1459 Horz 01 0 C 81 011-,odoom a 11A 18 12 717 484, 38 717 484 b 11A 18 12-' 1 0 C 0.. 0.1 4 0 9 Net a 14B 41 21 109[ 2183 tu 4884 2183 ep-d to 13C 3. u A 2:46] 91 A 246 gri viabard C 12C 2-c 1. 151( 2335 0 151C 43,K 293 partbons d Of 0. 1 0 C 0 e Of 01 0 f 0S 01 1 0 10 ceklgs a " t. 1.4 2DIO 2154 28V 0 C 0 2DIC 2827 0 OX 0 C c 01 C 0 d 01 0 e I 0 0.( 010. ( C 0 11 Floors a 22A 2S 0.. 170 4406 0 17( 64012: FOOM to 193- U 0. 516 Sffi 0 0 511 3x c 0( Of C C 0 0 d 0'.i ox 0 0 for stab e 01 Of 0 0 10—)' f 01 W 0 0 121 Wbalmon a 29 9.5 3m 11548 1 3712 2221 654C 2102 1701 5n 1610 13 SLbkAAbss*+&+11+12 4t975 23EBE Im Less kim do 44 loLfion 103 0 4193 111/1 23a 15 Total loss = 13+14 46173 29954 221 16 it gaits People @ 300 3mo 7 2100 3 900 AppLrlll 1800 2 0 17 SLW RSHg*T=7:p+8-+l6Im 16S30 1614 Lessadarrdoming 0 0 Lessiransfer 0 Coca redsbblion 0 18 Duclq3n 3267 V/1 1653 VX 1A 19 TdA RSH gaii4l7+18)'PLF 10D 39DM39 11,00 18184 IDD 1 , 20 Air ired tog 7xnl 110 1000 1 I 2x I 12q R")LA offtW by ACCA b meet A mqkmients of Manual J 7th Ed. Righl-Suite Residential- 5.5.06 RSR26014 2002-Apr-04 10:16:47 E:XFilesU\Fox 8 Jacobs 20021351413514.tsr Page 1 In RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R tog COMMERCE STREET. LAKE MARY. FL 32746.620E Phone: (407) 831-2665 Project• • For: CENTEX HOMES Notes: Design Information ;. Weather: Orlando AP, FL, US Job:3384 9.5.95 Winter Design Conditions Summer Design Conditions Outside db i 38 -F Inside db 70 'F Outside db Inside db 93 75 F F Design TD 32 `F Design TD Daily rangge 18 M 55 F Relative Liumidity Moisture difference 37 gr/lb Heating Summary Building heat loss Ventilation air Ventilation air loss Design heat load Infiltration Sensible Cooling Equipment Load Sizing 61228 Btuh Structure 44442 Btuh 100 cfm Ventilation 1980 Btuh 3520 Btuh Design temperature swing 3.0 F 64748 Btuh Use mfg. data n Rate/swing multiplier 0.98 Total sens. equip. load 45493 Btuh Method Simplified Construction quality Average Fireplaces 0 Heating - Cooling Area (ft) 3588 3588 Volume (ft) 33350 33350 Air changes/hour 0.7 0.4 Equiv. AVF (cfm) 390 223 Heating Equipment Summary Make n/a Trade n/a n/a Efficiency Heating Input Heating output Heating temp rise Actual heating fan Heating air flow factor Space thermostat n/a 0 Btuh 0 Btuh 0 F 0 cfm 0.000 cfm/Btuh n/a Latent Cooling Equipment Load Sizing Internal gains 1840 Btuh Ventilation 2500 Btuh Infiltration 5569 Btuh Total latent equip. load 9909 Btuh Total equipment load 55403 Btuh Cooling Equipment Summary Make n/a Trade n/a n/a n/a Efficiency Sensible cooling Latent cooling Total cooling Actual cooling fan Cooling air flow factor Load sensible heat ratio n/a 0 Btuh 0 Btuh 0 Btuh 0 cfm 0.000 cfm/Btuh Bold4fafic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. 0 % S, f 7g 1t5Ot Right-Sude Residentiat— 5.0.45 RSR26014 2001-May 03 19:11:16 ACC)( , E-T5eslcen1e 1V541%3541aIx Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 3384 9.5.95 log COMMERCE STREET, LAKE MARY. FL 32746-62M Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.7 ach x 33350 2. Winter infiltration load 1.1 x390 - cfm x 32 3. Winter infiltration HTM 13723 Btuh / 627 ft3 x 0.0167 = Isolated zones = Total = F Winter TD = ftZ Total window = and door area Procedure B - Summer Infiltration HTM Calculation 390 cfm 0 cfm 390 cfm 13723 Btuh 21.9 Btuh/ft2 1. Summer infiltration AVF 0.4 ach x 33350 fV x 0.0167 ! = 223 cfm Isolated zones = 0 cfm Total = 223 cfm 2. Summer infiltration load 1.1 x223 cfm x 18 °F Summer TD = 4411 Btuh 3. Summer infiltration HTM 4411 Btuh / 627 ftZ Total window = 7.0 Btuh/ftZ and door area Procedure C - Latent Infiltration Gain 0.68 x37 gr/lb moist.diff. x 223 cfm = 5569 Btuh Procedure D - Equipment Sizing Loads 1. Sensible sizing load Sensible ventilation load 1.1 x 100 cfm vent. x 18 `F Summer TD = 1980 Btuh Sensible load for structure (Line 19) + 44442 Btuh Sum of ventilation and structure loads = 46422 Btuh Rating and temperature swing multiplier x 0.98 Equipment sizing load - sensible = 45493 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 100 cfm vent. x 37 gr/lb moist.diff. = 2500 Btuh Internal loads = 230 Btuh x 8 people + 1840 Btuh Infiltration load from Procedure C . + 5569 Btuh Equipment sizing load - latent = 9909 Btuh Construction Quality is: a No. of Fireplaces is: 0 Boldrdalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wngilt5oft R-ght-Sude ResidrntiW— 5.0.45 RSR26014 2001-May 03 19P 11 4; E'IFSeslceMex%3S41u541%3541assr LOFT a n e b c n 0 n 1 1 90 1.0 1.0 0.5 4.0 87.4 19.0 1.6 BR2 a n e b c n 0 A 1 1 90 1.0 1.0 0.5 5.0 54.4 23.0 1.5 BR3 a n w b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 16.0 0.0 a n w b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 54.4 23.0 0.0 BATH3 BR5 a n w b c n 0 d 1 1 90 1.0 1.0 0.5 4.0 54.4 16.0 1.3 BATH 2 BR4 a n s b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 30.4 16.0 14.1 " GAMEROOM a n e b c n 0 d 1 1 90 1.0 1.0 0.5 5.0 54.4 32.0 2.1 a n e b c n 0 d 1 1 90 1.0 1.0 0.5 5.0 54.4 16.0 1.1 W nghtSoft RW-S de Res-Ieili;d- S.0.45 RSR26014 2001-May-03 1 Page 2 xk E:W3eslcerdex%3UI%3S41%3S41axsr 0D I I DO 4X2 FLOOR SYS. CAUTION: SPANS GREATER THAN 30'-0' MUST BE SET WITH SPACED 24" O.C. A SPREADER BAR. THE SPREADER BAR SHOULD BE Al LEAST 1/2 TO 2/3 IN LENGTH AS THE SPAN OF THE TRUSS DOUBLE 2x4 BEING SET. REFER TO HIB-91 FOR COMPLETE ERECTION RIBBON BY BLDR AND SAFETY PROCEDURES. 3/4• STU F,LO.QR -HANGER SCHEDULE ' c ALL HA GERS ARE SIMPSON THA422 8.. oN 422 QTY= 9 FLOOR AND LOWER ROOF TRUSS PLACEMENT PLAN 40-0-0 LA_ 1 1 I I I 1 I I I 1 I I I LL I LL 1 I LL. I LA_ I I lL I Li Q I a a a a co 0" co 1Ll y. . L 1 1 o 0O Ir- 0. U O 1 I m, m m1 00 v N JI 41 m N Lea a a OIL O 0 In1- 8-0 3- 1 0 I 19 FTB5- FT .:.:. G WALL A P -1 B5- FT BRG WALL r•'•'•' I - OP ® 8'-0" r.':.'.'.1 B5- FT I 1::.. TtDP 0 8'-0" 9-6-12C4-FT B4-FT t::.11-5-0 B3-FT ''' ' r..:.:.:. C4-FT o o EAM BY BLDR , .... 1 C4-FT N B3-FT TOP WALL B3- FT r:::::I -0" i:::..i C4-FT B3-FT I::...•I ;•:•:•:•:•I C4-FT B2-FTNL__ J C2-FT AC3 B2-FTI: 771 0-0 14 4-0 O% , B2- FT ,...:...:.., rl ro N N N a cU cU U W W W W W W Li Li B2-FTI;•;;:;•1 W I LL B2- FT r.....I B2-FT RI-0 5-0-0 A 14-4-0 B2-FT r.....I B2-FT B2-FT B2-FT B2-FT L_= Bl-FT u-ts- u IV-4-U FLOOR LOADING TC LIVE: 40 psf TC DEAD: 10 psf BC LIVE: 0 psf BC DEAD: 5 Dsf TOTAL: 55 psf DUR FAC: 1.00 a I r I a I a1 I CD CU O I U 1 n o I I r- o U I at I 0 CU o I1. 0 16 0- 3-14 12" I' 8"' LL1 _ 16" U V/ ln Ba Q 7- 2- 0 ALL FLAT CEILINGS UPPER ROOF TRUSS PLACEMENT PLAN 16 31 - 2 2x4 LEDGER BY BUILDEfi CONNECTION BY BUILDER EAST COAST LUMBER 5265 ST. LUCIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466- 2480 FAX: (772)466-5336 CUSTOMER:CENTEX — ORLANDO JOB NAME: _---_—_-- RES. LOT: _____ county. ORANGE JOB#: ___—_/FLOORS ROOF MODEL: 3514 — D with no options 4089 SQ. FT. GARAGE/LEFT DATE: 07-08- 03 BUILDER'S WARNING* Z c THIS IS A PLACEMENT PLAN FOR ENGINEERED COMPONENTS AS DEFINED BY WTCA 1-1995. OIAPHRAMS HAVE NOT BEEN ANALYZED BY CJl EAST COAST LUMBER. k FOR ERECTION AND INSTALLATION OF TRUSSES CJ3 FOLLOW INSTRUCTIONS ON THE HIB-91 SUMMARY SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS CJS * BRACING ERECTION BRACING FOLLOW INSTRUCTIONS ON THE HIB- 91 SUMMARY SHEETS. 2.) FOR PERMANENT BRACING FOLLOW INSTRUCTIONS ON PROJECT DOCUMENTS AND HIB-91 3.) INSTALL WEB BRACING AS STATED ON SEALED ENGINEERED TRUSS DRAWINGS. k SEE FINAL ENGINEEREING SHEETS FOR THE TRUSS STRUCTURAL DATA, NUMBER OF GIRDER PLIES AND CONNECTION INFORMATION k OUR DESIGN DEPARTMENT MUST APPROVE ALTERATIONS AND/OR REPAIRS TO TRUSSES IN ADVANCE. k BACKCHARGES WILL NOT BE ACCEPTED o UNLESS OUR DESIGN DEPARTMENT APPROVES I THEM IN ADVANCE ALL HANGERS ARE SIMPSON STRONG -TIE UNLESS OTHERWISE NOTED. INSTALL HANGERS 0) M ACCORDINGTO THE CURRENT SIMPSON STRONG-TIE CATALOG. COUNTY. ORANGE CODE. FBC-ASCE 7-98 LOADING: SHINGLE WIND SPEED-110 MP.K SCALE: 1/H" = 1'-O' EXPOSURE CATEGORY = B MEAN HEIGHT: 25'- 0' IMPORTANCE FACTOR = 1.0 BUILDING TYPE. = ENCLOSED TRUSS SPACING 24' O.C. EXCEPT AS NOTED ROOF HANGER SCHEDULE ALL HANGERS ARE SIMPSON HUS26 J5 T;h:! J3 Jl 0-4 0 I I 0 U 12" T. O. B. = 8'-0" T.O.B. — 17'-5" ROOF LOADING TC LIVE: 20 psf TC DEAD: 7 psf BC LIVE: 0 psf BC DEAD: 10 Dsf LDUR TOTAL: 37 psfFAC: 1.25 REVISIONS DATE CHANGES INITIAL 1 Q Z l. 0 W CL Q I-- n N n W J Z Ln LLJ n H H W fn O F- W n F- Z O 0 CL 0 U 20- 8- 0 19-4-0 DRAWN BY: YK i Presfdwtl LD OSTEEN P. AL'LEN OSTEEN Executive Vice President PROJECT NAME A ADDRESS: V WC LOT: '9 COUNTY: r(') TRUSS COMPANY: East Coast Lumber & Supply Co. TRUSS ENGINEERING PROGRAM: Robbins Engineering, Inc. CONTRACTOR / BUILDER: &')fikX HD19,s MODEL: &I `7 b CHARLIE MARTINEZ Vice President Truss Division OCCUPANCY: SFR _MULTI -FAMILY _COMMERICAL _INDUSTRAL STATEMENT: I certify that the engineering for the truss listed on the attached index sheet have been design and checked for compliance with the Standard Building Code 1997. The truss system has been designed to provide adequate resistance to wind loads and forces` as required by one of the following provisions: Design criteria: ASCE 7-98 W. MPH Top chord live load: P.S.F. Enclosed, Exposure "B" Top chord dead load: Z P.S.F. Bottom chord live load: P.S.F Bottom chord dead load: /d P.S.F. Engineer: John C. Weber Total: 37P.S.F Address: 5285 St.Lucie Blvd. Duration Factor: Fort Pierce, FI 34946 Mean Height: Attached is an index sheet submitted in accordance with the Department of Professional Engineering, Tallahassee, Fl. Engineering sheets are photocopies of the original design and approved by me. As witness by my seal, I hereby certified that the above information is true and correct to the best of my knowledge and belief. NAME: John C. Weber P.E. CERTIFICATION #: 17455 DATE: MAY 2 0 ?Ong WE'RE HERE TO HELP YOU BUILD A BETTER WAY.1m 2255 Avocado Avenue • Melbourne, FL 32935 • (321) 254-1581 • Fax (321) 254-1582 www.eastcoastlumber.com • e-mail: melbtruss@eastcoastlumber.com MELBOURNE TRUSS PLANT TM I W. DONALD OSTEEN CHARLIE MARTINEZ President Vice President AV, ` .. a Truss Division P. ALLEN OSTEEN Executive Vice President = :MELBOURNE TRUSS PLANT No. Truss ID o. ID . No. Truss ID No. Truss ID 1: f ' . 131. V 17461. 91. 2. 41 - Fj 132. 62. I 92. 3. Fr 133. 63. 93. 4. 40 -F7- 34. ET 7 64. 94. 5. 7Cr 35. 1 E_7-17A 65. 95. 7. r 137. S 67. 97. 8. 38. 68. 98. 9. r 39. 69.. 99. 40. 70. 1 100. 11. 41. 71. 101. 12. f'T 42. I 72. 173. 102. 13. 43. 103. 14. L93 _ T 144. 74. 104. 15. 45. 75. 105. 16; - E / E 46. 76. 106. 17. E 47. 77. 107. 18. L-3 48. 78. 108. 19. - 49. 79. 109. 20. 50..1 80. 110. 21. 51. 81. 111. 22. 52. 82. 112. 23. 53. 83. 113. 24. 54. 84. 114. 25. 55. 85. 115. 26. 156. 86. 116. 27. IC71 57. 87. 117. 28. I 58. 1 88. 118.] 29. 3 59. 1 1 89. 119. 30. 60. 90. 120. John C. Weber P.E. Certification 7: 17455 DATE: .... , 2 0 2005 WE'RE HERE TO HELP YOU BUILD A BETTER WAY.1m 2255 Avocado Avenue • Melbourne, FL 32935 • (321) 254-1581 • Fax (321) 254-1582 www.eastcoastlumber.com • e-mail: melbtruss®eastcoastlumber.com TM IL W. DONALD OSTEEN President P. ALLEN OSTEEN Executive Vice President March 5, 2002 CHARLIE MARTINEZ Vice President v` , Truss Division MELBOURNE TRUSS PLANT East Coast Lumber & Supply, Inc. 5285 St. Lucie Blvd Ft. Pierce, FL 34946. Re: Existing East Coast Lumber & Supply, Inc. Truss Designs and the Florida Building Code —. Section 1606. Existing East Coast Lumber & Supply, Inc. truss designs that meet the wind loading requirements of the Standard Building Code for: VVI'Al f , FF OAK r/ 100 mph fastest -mile wind speed, minimum Residential construction Enclosed building do meet the wind loading requirements of the Florida'Building Code as follows: Up to -120 ASCE 7.98 for enclosed buildings Residential construction Exposure B If you have any questions or if I can be of further assistance, please call me. Sincerely, 03-05-02 John C. Weber,-P.E. C'Prtification #17455 WE'RE HERE TO HELP YOU BUILD A BETTER WAY.i"' 2255 Avocado Avenue • 'Melbourne, FL 32935 • (321) 254-1581 4' Fax (321) 254-1582 www.eastcoastlumber.com • e-mail: melbtruss®eastcoastlumber.com TM Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D B5-FT 1 4 M150 170104 10400 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 NO 1-4-0 NO 1-4-0 m0 TC j 1 8-6 1 8-611 2-0-0 117-01 I 2x4 lx4 10- 3- 4 D J 4x4 4x4 3x3 3x5 3x3 3x3 2x3 4x4 4x4 4x4 E R S S2 T A C U V I 1-4-0 L2x3HQP0NBD51M 3x3 4x6 3x4 3x3 3x3 2x3 4x4 3x6 3x4 4x6 Common Diagonal: 1-3-0 j` I17- 2-12 W. 8 R: 937 R: 930 BC 17-1-4 ALL PLATES ARE LOCK20 See Joint G For Typical Gable Plate Size and Placement Scale: 0.356" = 1' Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER 1.15FB TOP 0.73 4X 2 SP-#2 1892 STM 0.96 4X 2 SP-#1 2343 WEIS 0.50 4X 2 SP-#3 1078 EXCEPTIONS: S1-M 4X 2 SP-#2 1892 M-L L-K SAME AS S1-M LUMBER STRESS INCREASE: 0.0% REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS GABLE STUDS ARE CONSIDERED NON-STRUCTURAL. ALL BRACING FOR HORIZONTAL WIND LOADS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. TRUSS SPACING - 24.0 IN. LOADING LIVE DEAD (PSF) TOP CHD 40.0 10.0 BTM CHD 0.0 5.0 TOTAL 40.0 15.0 55.0 SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LES IN-SX L.BS IN-SX F 937 7- 4 K 930 3- 8 MEMBR CSI P(LBS) M@1ST M@2ND TOP CHORDS E-R 0.32 892 C 2 -767 R-S 0.39 2254 C 767 -492 S-S2 0.35 3014 C 492 331 S2-T 0.36 3014 C -331 -574 T-A 0.48 3235 C 574 777 A-C 0.73 3100 C -777 -1396 C-U 0.70 3100 C 1396 -164 U-V 0.43 2256 C 164 -872 V-I 0.37 939 C 872 0 BOTTOM CHORDS F-Q 0.01 0 T 0 1 Q-P 0.34 1721 T -1 -13 P-0 0.54 2757 T 13 75 O-N 0.62 3259 T -75 -97 N-B 0.96 3100 T 97 1231 B-D 0.96 3100 T -1231 -883 D-S1 0.79 2792 T 883 -343 S1-M 0.78 2792 T 343 224 Robbins Engineering, Inc./Online Plus- MEMBR CSI P(LBS) M@1ST M@2ND M-L 0.50 1757 T -224 -80 L-K 0.03 0 T 80 0 WEBS F-E = 930 C E-Q = 1212 T Q-R = 1154 C R-P - 741 T P-S = 700 C S-O = 358 T O-T = 341 C T-N = 48 C N-A = 239 T B-A = 209 C D-C = 371 C D-U = 610 T U-M = 746 C M-V = 695 T V-L = 1138 C L-I = 1250 T J-I = 929 C K-J = 465 C K-J = 465 C DL+LL DEFL - 0.37" IN T-A LL DEFL = 0.27" < BRG-SPAN/360 SPAN/DEFL (DL+LL) = 555 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. PROVIDE 2X6 CONTINUOUS STRONGBACKS (ON EDGE) AT EVERY 120". FASTEN TO EACH TRUSS W/ 3-16d NAILS. FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online Plus- 01996-2003 Version 14.0.005 Engineering - Por rail 7/142003 10:37:10 AM Pagel Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 3514-D C1-FT 1 M100 131108 10400 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 1-4-0 HO 1-4-0 TC1 13-11-8 2x4 C 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 A S T U V W X Y Z AA BB EG 1-4-0 B- F 2x3 D R Q P O N M L K J I H 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 I Common Diagonal: 1-2-8 14- 2- 8 BC 1 - - 13 ^o ALL PLATES ARE LOCK20 See Joint C For Typical Gable Plate Size and Placement Scale: 0.434" = 1' Robbins Engineering, Inc./Online Plus - Online Plus -- Version 14.0.005 MEMBR CSI P(LBS) M@1ST M@2ND RUN DATE: 7-14-03 I-F 0.00 0 T 0 0 REFER TO ROBBINS ENG. GENERAL WEBS NOTES AND SYMBOLS SHEET FOR CSI SIZE LUMBER 1.15FB B-A - 60 C R-S = 151 C ADDITIONAL SPECIFICATIONS. TOP 0.09 4X 2 SP-N2 1892 Q-T - 129 C P-U 135 C BTM 0.00 4X 2 SP-#2 1892 O-V - 134 C N-W = 134 C NOTES: WBS 0.03 4X 2 SP-#3 1078 M-X = 134 C L-Y = 134 C 1. TRUSSES MANUFACTURED BY - LUMBER STRESS INCREASE: 0.0% K-Z = 133 C J-AA = 139 C East Coast Lumber REPETITIVE MEMBER INCREASES: I -BB = 109 C F-E = 11 C 2. EMPIRICAL ANALOG IS USED. FB 15.0% FT 0.0% FC 0.0% DL+LL DEFL = 0.00" IN A-S FABRICATOR NOTES: LATERAL BRACING: LL DEFL = 0.00" < BRG-SPAN/360 1. EAST COAST LUMBER 6 SUPPLY TOP CHORD - CONTINUOUS SPAN/DEFL (DL+LL) = 999 J.C. WEBER P.E.N17455 BTM CHORD - CONTINUOUS 5285 ST. LUCIE BLVD. GABLE STUDS ARE CONSIDERED FORT PIERCE FL. 34946 NON-STRUCTURAL. ALL BRACING 2. !!!CAUTION!!! READ "HIB-91 FOR HORIZONTAL WIND LOADS ARE SUMMARY SHEET" BEFORE THE RESPONSIBILITY OF THE HANDLING , INSTALLING 6 BUILDING DESIGNER. BRACING TRUSSES. TRUSS SPACING - 24.0 IN. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. LOADING LIVE DEAD (PSF) 2-TBRACE. 3-BEARING BLOCK. TOP CHD 40.0 10.0 4. DESIGNER: NC BTM CHD 0.0 5.0 TOTAL 40.0 15.0 55.0 SUPPORT CRITERIA CONTINUOUS BETWEEN JNTS B 6 F MEMBR CSI P(LBS) M@1ST M@2ND TOP CHORDS A-S 0.09 0 T 2 -222 S-T 0.09 0 T 222 -166 T-U 0.07 0 T 166 -180 U-V 0.07 0 T 180 -177 V-W 0.07 0 T 177 -178 W-X 0.07 0 T 178 -177 X-Y 0.07 0 T 177 -178 Y-Z 0.07 0 T 178 -174 Z-AA 0.08 0 T 174 -190 AA -BB 0.08 0 T 190 -128 BB-E 0.05 0 T 128 -2 BOTTOM CHORDS B-R 0.00 0 T 0 0 R-Q 0.00 0 T 0 0 Q-P 0.00 0 T 0 0 P-O 0.00 0 T 0 0 O-N 0.00 0 T 0 0 N-M 0.00 0 T 0 0 M-L 0.00 0 T 0 0 L-K 0.00 0 T 0 0 K-J 0.00 0 T 0 0 J-I 0.00 0 T 0 0 Robbins Engineering, Inc./Online Plus- 0 1996.2003 Version 14.0.005 Engineering - Portrait 7/142003 11:02:25 AM Page 1 Job i Mark Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D r C2-FT 1 1 M150 131108 10400 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 1-4-0 HO 1-4-0 TC1 1 9-8 II 2-0-0 11 8-0 1 1 8-8 11 2-0-0 II 9-8 1 10- 9- 6 1.0 3- 5- 0 D 2x4 G 4x4 4x4 4x4 3x3 3x3 2x3 4x4 4x4 E A C U V M 0 IK T 0. 1-4-0 F J L2x3HTBDSRNPQ 2x3 4x4 2x3 2x3 4x4 3x3 3x3 2x3 4x4 Common Diagonal: 1-3-0 7}-704 14- 2- 8 W:7Q4 R: 767 R: 767 BC 3-3-8 1 7-4-8 1 3-3-8 6 ALL PLATES ARE LOCX20 See Joint G For Typical Gable Plate Size and Placement Scale: 0.434" = 1' nva• a ae mr_n a Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER 1.15FB TOP 0.85 4X 2 SP-#1 2343 BTM 0.83 4X 2 SP-SS 3608 WBS 0.41 4X 2 SP-#3 1078 LUMBER STRESS INCREASE: 0.0% REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS GABLE STUDS ARE CONSIDERED NON-STRUCTURAL. ALL BRACING FOR HORIZONTAL WIND LOADS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. TRUSS SPACING - 24.0 IN. LOADING LIVE DEAD (PSF) TOP CHO 40.0 10.0 BTM CHD 0.0 5.0 TOTAL 40.0 15.0 55.0 SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LBS IN-SX LES IN-SX F 767 7- 4 J 767 7- 4 MEMBR CSI P(LBS) M@1ST M@2ND TOP CHORDS E-A 0.75 747 C 2 -2210 A-C 0.77 1535 C 2210 1516 C-U 0.57 1943 C -1516 -874 U-V 0.35 2177 C 874 -595 V-M 0.82 1533 C 595 2420 M-0 0.85 1533 C -2420 -2447 O-I 0.83 760 C 2447 -2 BOTTOM CHORDS F-T 0.13 0 T 0 598 T-B 0.81 1535 T -598 -2963 B-D 0.83 1535 T 2963 3044 D-3 0.83 1535 T -3044 -155 S-R 0.36 2233 T 155 -425 R-N 0.69 1980 T 425 2161 N-P 0.75 1533 T -2161 -2705 P-Q 0.75 1533 T 2705 551 Q-J 0.12 0 T -551 0 WEBS F-E 723 C E-T = 1015 T Robbins Engineering, Inc./Online Plus' MEMHR CSI P(L83) M@13T M82ND T-A = 1304 C B-A 589 T D-C = 574 C C-S 746 T S-U = 403 C U-R 79 C R-V = 273 T V-N 788 C N-M = 363 T P-O 514 T 0-Q = 1280 C Q-Z 1033 T J-I = 726 C DL+LL DEFL = 0.51" IN R-N LL DEFL 0.37" < SRG-SPAN/360 SPAN/DEFL (DL+LL) = 329 REFER TO ROBBIN3 ENG. GENERAL NOTES AND SYMBOLS SKEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - Eset Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. PROVIDE 2R6 CONTINUOUS STRONGSACli3 (ON EDGE) AT EVERY 120". FASTEN TO EACH TRII33 W/ 3-16d HAILS. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIH-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus"' 0 1996-2003 Version 14.0.005 Engineering -Portrait 7/14200310:37:72 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D C3-FT 1 1 M100 51108 10400 0 0 ' CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 1-4-0 Ho 1-4-0 TC1 5-11-8 2x4 C G 2x3 2x3 2x3 2x3 2x3 2x3 M N O P 1-4-0 I 7 II B 10 2x3 L K J Ix3 2x3 2x3 2x3 2x3 Common Diagonal: 1-2-8 6- 2- 8 BC ALL PLATES ARE LOCK20 See Joint C For Typical Gable Plate Size and Placement Scale: 0.818" = 1' 0R IDi i i I i 00 A P D a D Q 0 Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER 1.15FB TOP 0.09 4X 2 SP-#2 1892 BTM 0.00 4X 2 SP-#2 1892 WBS 0.03 4X 2 SP-#3 1078 LUMBER STRESS INCREASE: 0.0% REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS GABLE STUDS ARE CONSIDERED NON-STRUCTURAL. ALL BRACING FOR HORIZONTAL WIND LOADS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. TRUSS SPACING - 24.0 IN. LOADING LIVE DEAD (PSF) TOP CHO 40.0 10.0 BTM CHD 0.0 5.0 TOTAL 40.0 15.0 55.0 SUPPORT CRITERIA CONTINUOUS BETWEEN JNTS B 6 F MEMBR CSI P(LBS) M@1ST M@2ND TOP CHORDS A-M 0.09 0 T 2 -223 M-N 0.09 0 T 223 -163 N-0 0.08 0 T 163 -193 O-P 0.08 0 T 193 -127 P-E 0.05 0 T 127 -2 BOTTOM CHORDS B-L 0.00 0 T 0 0 L-K 0.00 0 T 0 0 K-J 0.00 0 T 0 0 J-I 0.00 0 T 0 0 I-F 0.00 0 T 0 0 WEBS B-A = 60 C L-M = 151 C K-N = 128 C J-0 = 140 C I-P = 109 C F-E = 11 C Robbins Engineering, Inc./Online Plus'" DL+LL DEFL = 0.00" IN A-M LL DEFL = 0.00" < BRG-SPAN/360 SPAN/DEFL (DL+LL) 999 REFER TO BOBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - Eaet Coast Lumber 2. EMPIRICAL ANALOG IS USED. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.g17455 5285 3T. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIS-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus"' 0 1996.2003 Version 14.0.005 Engineering - Portrait 7/142003 10:37:12 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Etrgineering 3514-D C4-AFT 6 M150 190504 10400 0 0 r CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 1-4-0 HO 1-4-0 m0 TC I 11011211 2-0-0 118-01 1 lx4 •2x4 F J 8- 9- 4 x 4x4 3x4 3x5 3x3 3x3 3x3 3x4 4x4 5x4 E S T S2 A C U V W H T 1-4-0 G 3x3 I R Q P B D 0 N M L K 2x3 4x6 4x4 3x3 2x3 2x3 3x3 Sl 3x3 4x4 4x6 Common Diagonal: 1-3-0 20G-RHS-3x7 IT 19- 6-12 t W:308 W:704 R:1058 R:1065 SC lea 8-9-4 - - 19-5-4 Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER 1.15FB TOP 0.60 4X 2 SP-#2 1892 BTM 0.98 4X 2 SP-SS 3608 WES 0.57 4X 2 SP-113 1078 EXCEPTIONS: SI-N 4X 2 SP-#2 1892 N-M M-L L-I SAME AS SI-N LUMBER STRESS INCREASE: 0.0% REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS GABLE STUDS ARE CONSIDERED NON-STRUCTURAL. ALL BRACING FOR HORIZONTAL WIND LOADS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. TRUSS SPACING - 24.0 IN. LOADING LIVE DEAD (PSF) TOP CHD 40.0 10.0 BTM CHD 0.0 5.0 TOTAL 40.0 15.0 55.0 SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LEIS IN-SX LES IN-SX G 1058 3- 8 I 1065 7- 4 MEMBR CSI P(LBS) M@1ST M@2ND TOP CHORDS E-S 0.34 1076 C 0 807 S-T 0.43 2691 C 807 400 T-S2 0.43 3701 C 400 300 S2-A 0.56 3701 C 300 870 A-C 0.60 4141 C 870 228 C-U 0.51 4152 C 228 558 U-V 0.43 3685 C 558 474 V-W 0.41 2657 C 474 759 W-H 0.32 1031 C 759 2 BOTTOM CHORDS G-R 0.01 0 T 0 13 R-Q 0.26 2037 T 13 24 Q-P 0.44 3311 T 24 192 P-B 0.62 4141 T 192 614 B-D 0.68 4141 T 614 872 D-O 0.68 4141 T 872 12 O-Sl 0.51 4054 T 12 120 S1-N 0.98 4054 T 120 59 EXCEPT AS SHOWN ALL PLATES ARE LOCK20 See Joint J For Typical Gable Plate Size and Placement Robbins Engineering, Inc./Online P1us- MEMBR CSI P(LBS) M@1ST M@2ND N-M 0.81 3294 T -59 2 M-L 0.50 1993 T -2 2 L-I 0.01 0 T -2 0 WEBS G-F = 526 C G-F - 526 C F-E = 1052 C E-R = 1433 T R-S = 1336 C S-Q = 911 T Q-T = 863 C T-P = 543 T P-A = 608 C B-A = 132 T D-C = 141 C C-O = 21 T O-U = 137 T U-N = 514 C N-V = 544 T V-M = 886 C M-W = 925 T W-L = 1338 C L-H = 1401 T I-H = 1059 C DL+LL DEFL = 0.50" IN C-U LL DEFL = 0.37" < ERG-SPAN/360 SPAN/DEFL (DL+LL) = 461 Scale: 0.315" = 1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. PROVIDE 2X6 CONTINUOUS STRONGBACKS (ON EDGE) AT EVERY 120". FASTEN TO EACH TRUSS W/ 3-16d NAILS. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLACK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus- 0 1996.2003 Version 14.0.005 Engineering - Portrait 7/14/200310:37:13 AM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D j`E1-AfGE1 1 MONO 70008 3 1- 0- 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HI 3-11 HO 2-1-0 TCj 1-0-0 1 7-0-8 1 2x3 lx4 3 D 2-1-0 3x8 A Alk C E x3 lx4 BC 7-0-8 ALL PLATES ARE LOCX20 Scale: 0.743" = V Robbins Engineering, Inc./Online Plus - Online Plus -- Version 14.0.005 REFER TO ROBBINS EKG. GENERAL RUN DATE: 7-14-03 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. CSI SIZE LUMBER 1.15FB TOP 0.15 2X 4 SP-#2 1720 NOTES: BTM 0.11 2X 4 SP-#2 1720 1. TRUSSES MANUFACTURED BY - WBS 0.04 2X 4 SP-#3 980 East Coast Lumber REPETITIVE MEMBER INCREASES: 2. EMPIRICAL ANALOG IS USED. FB 15.0% FT 0.0% FC 0.0% 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A LATERAL BRACING: MAIN WIND -FORCE RES SYSTEM TOP CHORD - CONTINUOUS FOR EXTERIOR ZONE LOCATION BTM CHORD - CONTINUOUS WIND SPEED - 110 MPH TRUSS SPACING - 24.0 IN. MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - B STANDARD LOADING OCCUPANCY FACTOR - 1.00 LUMBER STRESS INCREASE: 25.0% ENCLOSED BUILDING. PLATE STRESS INCREASE: 25.0% TC DEAD LOAD = 5.0 PSF LOADING LIVE DEAD (PSF) BC DEAD LOAD - 5.0 PSF TOP CHD 20.0 7.0 4. ANCHOR TRUSS FOR A TOTAL BTM CHD 0.0 10.0 HORIZONTAL LOAD OF 116 LBS. TOTAL 20.0 17.0 37.0 5. FASTEN TRUSS TO BRG A SUPPORT CRITERIA FOR 113 LBS OF UPLIFT, CONTINUOUS BETWEEN JNTS A 6 C WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. LEFT RIGHT 6. FASTEN TRUSS TO BRG E HEEL OIN - 4SX FOR 186 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MEMBR CSI P(LBS) M@1ST M@2ND MOVEMENT OF WALL OR BRG. TOP CHORDS A-D 0.15 65 C 81 402 FABRICATOR NOTES: D-B 0.14 36 C -402 2 1. EAST COAST LUMBER 6 SUPPLY BOTTOM CHORDS J.C. WEBER P.E.#17455 A-E 0.11 30 C 365 158 5285 ST. LUCIE BLVD. E-C 0.05 30 C -158 0 FORT PIERCE FL. 34946 WEBS 2. !!!CAUTION!!! READ "HIB-91 C-B 0.04 31 C 0 0 SUMMARY SHEET" BEFORE E-D = 217 C HANDLING , INSTALLING 6 BRACING TRUSSES. DL+LL DEFL = 0.02" IN A-D 3. SEE ATTACHED DETAIL SHEET LL DEFL - 0.01" < BRG-SPAN/240 FOR: 1-JACK NAILS. SPAN/DEFL (DL+LL) = 999 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus- O 1996-2003 Version 14.0,005 Engineering - Portrait 7/142003 1:00:44 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engi reering 3514-D Ei 1 7 MONO 70008 3 1- 0- 0 0 ' CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 3-14 HO 2-1-0 Tr 1-0-0 7-0-8 2x3 3 2-1-0 3x8 A C 2x3 W:800 HGR R: 328 R: 253 U: 140 U: 95 BC - ea 7-0-8 ALL PLATES ARE LOCK20 Scale: 0.691" = 1' Robbins Engineering, Inc./Online Plus - Online Plus -- Version 14.0.005 REFER TO ROBBINS ENG. GENERAL RUN DATE: 7-14-03 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. CSI SIZE LUMBER 1.15FB TOP 0.43 2X 4 SP-#2 1720 NOTES: STM 0.31 2X 4 SP-#2 1720 1. TRUSSES MANUFACTURED BY - WBS 0.05 2X 4 SP-#3 980 East Coast Lumber REPETITIVE MEMBER INCREASES: 2. EMPIRICAL ANALOG IS USED. FB 15.0% FT 0.0% FC 0.0% 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A LATERAL BRACING: MAIN WIND -FORCE RES SYSTEM TOP CHORD - CONTINUOUS FOR EXTERIOR ZONE LOCATION BTM CHORD - CONTINUOUS WIND SPEED - 110 MPH TRUSS SPACING - 24.0 IN. MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - B STANDARD LOADING OCCUPANCY FACTOR - 1.00 LUMBER STRESS INCREASE: 25.0% ENCLOSED BUILDING. PLATE STRESS INCREASE: 25.0% TC DEAD LOAD = 5.0 PSF LOADING LIVE DEAD (PSF) BC DEAD LOAD = 5.0 PSF TOP CHD 20.0 7.0 4. ANCHOR TRUSS FOR A TOTAL BTM CHO 0.0 10.0 HORIZONTAL LOAD OF 116 LBS. TOTAL 20.0 17.0 37.0 5. FASTEN TRUSS TO BRG A SUPPORT CRITERIA FOR 140 LBS OF UPLIFT, JT REACT WIDTH JT REACT WIDTH WHILE PERMITTING NO UPWARD LBS IN-SX LBS IN-SX MOVEMENT OF WALL OR BRG. A 328 8- 0 C 253 3- 8 6. FASTEN TRUSS TO BRG C FOR 95 LBS OF UPLIFT, LEFT RIGHT WHILE PERMITTING NO UPWARD HEEL OIN - 4SX MOVEMENT OF WALL OR BRG. MEMBR CSI P(LBS) M81ST M@2ND FABRICATOR NOTES: TOP CHORDS 1. EAST COAST LUMBER 6 SUPPLY A-B 0.43 53 C -518 2 J.C. WEBER P.E.#17455 BOTT0M CHORDS 5285 ST. LUCIE BLVD. A-C 0.31 30 C 983 -1 FORT PIERCE FL. 34946 WEBS 2. !!!CAUTION!!! READ "BIB-91 C-B 0.05 168 C 0 0 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 DL+LL DEFL - 0.21" IN A-B BRACING TRUSSES. LL DEFL = 0.04" < BRG-SPAN/240 3. SEE ATTACHED DETAIL SHEET SPAN/DEFL (DL+LL) = 411 FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online Plus- 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:44 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D E3 2 MONO 90408 3 1- 0- 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 3-14 HO 2-8-0 TC 1-0-0 9-4-8 1 2x3 B 3 lx4 D 2-8-0 3x8 A C 3x4 W:800 HGR R: 414 R: 339 U: 169 U: 127 BC L 4- 9-4-8 ALL PLATES ARE LOCK20 Scale: 0.586" = V Robbins Engineering, Inc./Online Plus - Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER 1.15FB TOP 0.26 2X 4 SP-#2 1720 BTM 0.35 2X 4 SP-#2 1720 WBS 0.26 2X 4 SP-03 980 REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% PC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. STANDARD LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% LOADING LIVE DEAD (PSF) TOP CHID 20.0 7.0 BTM CHO 0.0 10.0 TOTAL 20.0 17.0 37.0 SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LBS IN-SX LBS IN-SX A 414 8- 0 C 339 3- 8 LEFT RIGHT HEEL OIN - 4SX MEMBR CSI P(LBS) M@1ST M@2ND TOP CHORDS A-D 0.26 581 C -1403 -1677 D-B 0.25 57 C -275 2 BOTTOM CHORDS A-C 0.35 579 T 910 -2 WEBS C-B 0.07 90 C 0 0 D-C = 605 C DL+LL DEFL = 0.19" IN A-C LL DEFL = 0.01" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 591 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND -FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 110 MPH MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - B OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 153 LBS. 5. FASTEN TRUSS TO BRG A FOR 169 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG C FOR 127 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIS-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus' 0 1996.2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:45 PM Page 1 I Job Mark Quan Type Span PI -HI Left OH Right OH 3514-D FI-H 1*2P HIPP 400000 5 1- 0- 0 1-'0-0 7119irreerfrrg CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/##5111 NO 4-1 0 NO 4-1 0 00 00 TCI 7-0-0 1 26-0-0 1 7-0-0 1,4 4x6 6x10 4x4 S32x4 4x4 6x10 5 f- B K L M C 2x4 I J pr 3-3-1 3x8 3x8 A Dj3x4FIS1HS2GE W:308 j3x4 3x6 5x8 4x8 Sx8 3x6 W:308 R:3260 R:3260 U:1064 U:1064 BC 8 ALL PLATES ARE L0CK20 Scale: 0.162" = V Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 taa++arra++aaa 2-PLY TRUSS • a+aaaaaa+ CSI SIZE LUMBER FB TOP 0.52 2X 6 SP-(i2 1250 BTM 0.58 2X 4 SP-SS 2850 WBS 0.67 2X 4 SP-q3 850 EXCEPTIONS: A-J 2X 4 SP-N2 1500 J-B C-N N-D SAME AS A-J LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. UNIFORM LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% UNI. LDG. LIVE DEAD (PSF) TOP CHD 20.0 7.0 BTM CHD 0.0 10.0 TOTAL 20.0 17.0 37.0 GIRDER LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% GIRD. LDG. LIVE DEAD (PLF) TOP CHO 40.0 14.0 BTM CHO 0.0 20.0 TOTAL 40.0 34.0 74.0 EXCEPTIONS: B-C 90.0 31.6 F-E 0.0 45.0 CONCENTRATED LOADS (LBS) F 280 (LIVE) F 237 (DEAD) E 280 (LIVE) E 237 (DEAD) SUPPORT CRITERIA JT TYPE HORZ VERT WIDTH LBS LES IN-SX A PIN 0 3260 3- 8 D HORZ RLR 0 3260 3- 8 LEFT RIGHT HEEL OIN - 4SX OIN - 4SX MEMBER FORCES - EACH PLY MEMBR CSI P(LBS) M@lST M82ND TOP CHORDS A-J 0.52 3689 C 2139 1420 J-B 0.42 3786 C -1420 -1629 B-K 0.40 5402 C 1629 -1334 K-S3 0.43 5997 C 1334 548 S3-L 0.42 5997 C -548 -1449 L-M 0.43 5997 C 1449 -1334 M-C 0.40 5402 C 1334 -1629 C-N 0.42 3786 C 1629 1420 Robbins Engineering, Inc./Online P1us- ME2-BR CSI P(LBS) M@lST M82ND N-D 0.52 3689 C -1420 -2138 BOTTOM CHORDS A-F 0.39 3373 T 773 -258 F-I 0.43 3550 T 258 -732 I-S1 0.58 5401 T 732 649 S1-H 0.58 5401 T -649 -543 H-S2 0.58 5401 T 543 649 S2-G 0.58 5401 T -649 -732 G-E 0.43 3550 T 732 -258 E-D 0.39 3373 T 258 -773 WEBS J-F = 199 T F-B = 262 T B-I = 2022 T I-K = 657 C K-H = 653 T H-L = 394 C H-M = 653 T G-M = 657 C G-C = 2022 T E-C = 262 T E-N = 199 T DL+LL DEFL = 0.92" AT S3 LL DEFL = 0.51" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 522 REFER TO ROBBINS EKG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND -FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 110 MPH MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - B OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. PREVENT TRUSS ROTATION AT ALL BEARING LOCATIONS. 5. FASTEN TRUSS TO BRG A FOR1064 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG D FOR1064 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 7. GIRDER CONDITION. STEP DOWN HIP GIRDER WITH KING -JACKS. OPEN FACE COMMON JACKS. GIRDER SETBACK 7.00 ft. 8. 2 COMPLETE TRUSSES REQUIRED. FASTEN TRUSSES TOGETHER W/ 10d NAILS AS EACH LAYER IS APPLIED,STAGGERED AS FOLLOWS MEMBER ROWS SPACING(IN) TOP CHD 2 12.0 BTM CHD 1 12.0 WEBS 1 4.0 PLUS CLUSTERS OF NAILS IF SHOWN. FABRICATOR NOTES: 1. EAST COAST LUMBER & SUPPLY J.C. WEBER P.E.g17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-SEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus- O 1996-2003 Version 14.0.005 Engineering - Portrail 7/1420031:13:45 PM Pagel Job Mark Quart Type Span P1-H1 Left OH Right OH Errgrneen.ng 3514-D F1A--HF 1 SP 400000 5 1- 0- 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 HO 4-1 0000 TC 10-4-0 1 3-4-0 1 19-4-0 1 7-0-0 7x12 5.3.0 5 D B 5r- 7x12 axe 5x6 2x4 axe 2x4 T 2x4 C O S1 K S T U 5 J 2x4 4-7-12 P 4x10 A 5x16 E H N M R Q V F W:308 7x10 S2 4x4 2x4 j6x8 2x4 S3 4x12 4x4 W:308 R:2439 20G-RHS-5xl0 20G-RHS-8xl4 R:3136 U: 775 U: 956 BCj 4 - - Le EXCEPT AS SHOWN ALL PLATES ARE IOCK20, # = PLATE SELECTED IN PLATE MONITOR Scale: 0.162" = t' Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER FB TOP 0.88 2X 6 SP-#2 1250 BTM 0.90 2X 6 SP-SS 2550 WES 0.99 2X 4 SP-#3 850 EXCEPTIONS: A-J 2X 4 SP-#2 1500 J-B B-C D-P SAME AS A-J P-E I-B SAME AS A-J LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS TWO BRACES - I-C TRUSS SPACING - 24.0 IN. STANDARD LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% LOADING LIVE DEAD (PSF) TOP CHD 20.0 7.0 BTM CHD 0.0 10.0 TOTAL 20.0 17.0 37.0 EXCEPTIONS: K-U 45.0 15.8 M-V 0.0 22.5 CONCENTRATED LOADS (LBS) M 495 (LIVE) M 420 (DEAD) D 119 (LIVE) D 101 (DEAD) F 202 (LIVE) F 172 (DEAD) SUPPORT CRITERIA JT TYPE HORZ VERT WIDTH LES LES IN-SX A PIN 0 2439 3- 8 E HORZ RLR 0 3136 3-11 LEFT RIGHT HEEL OIN - 4SX OIN - 4SX MEMBR CSI P(LBS) M@1ST M@2ND TOP CHORDS A-J 0.79 5511 C 264 -654 J-B 0.47 5219 C 654 -1288 B-C 0.52 5240 C 1377 1107 C-0 0.50 8897 C -1107 821 O-S1 0.73 11709 C -821 2056 S1-K 0.74 11709 C -2056 1327 K-S 0.88 11709 C -1327 -752 S-T 0.64 9636 C 752 148 T-U 0.62 9636 C -148 960 Robbins Engineering, Inc./Online Plus- MEMBR CSI P(LBS) M@1ST M02ND U-D 0.62 9636 C -960 -1445 D-P 0.77 7554 C 1445 1092 P-E 0.83 7522 C -1092 -613 BOTTOM CHORDS A -I 0.47 5090 T -1683 -1527 I-S2 0.68 8897 T 1527 1202 S2-H 0.75 8897 T -1202 3266 H-N 0.87 10559 T -3266 867 N-M 0.83 10559 T -867 2414 M-R 0.90 11230 T -2413 1040 R-S3 0.86 11230 T -1040 2029 S3-Q 0.87 11230 T -2029 1167 Q-V 0.58 7055 T -1167 1726 V-F 0.56 7055 T -1726 917 F-E 0.58 6927 T -917 1695 WEBS J-I = 300 C I-B = 3829 T I-C = 5320 C H-C = 1191 T H-O = 2109 C N-O = 164 T O-M = 1476 T M-K = 283 C M-S = 585 T R-S = 213 T S-Q = 1936 C Q-T = 444 C Q-D = 3101 T F-D = 454 T F-P = 147 T DL+LL DEFL = 1.46" AT K LL DEFL = 0.79" < BRG-SPAN/240 DL+LL HORZ = 0.34" AT B SPAN/DEFL (DL+LL) = 329 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND -FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 110 MPH MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - B OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. BUILDING DESIGNER IS RESPONSIBLE FOR ADEQUATE DESIGN OF TRUSS TO BRG PLATE CONNECTION WHICH ALLOWS 0.32 INCHES OF HORZ. MOVEMENT AT JOINT E 5. PREVENT TRUSS ROTATION AT ALL BEARING LOCATIONS. 6. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 103 LBS. 7. PROVIDE DRAINAGE TO PREVENT WATER PONDING. 8. FASTEN TRUSS TO BRG A FOR 775 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 9. FASTEN TRUSS TO BRG E FOR 956 LES OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online Plus- 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/1420031:00:46 PM Page 1 Job Mark Quan Type Span Pl-H11 Left OH Right OH Engineering 3514-D F2 2 HIPP 400000 5 1- 0- 0 1- 0' 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 HO 4-1 O00 O0 0 TC 1'' 1 9-0-0 1 22-0-0 1 0 0 9-0-0 1'' 5x6 3x6 3x8 3x6 5x6 5 F- B I S3 J C T 2x4 2x4 H K 4-1-1 4x6 4x6 A D F S1 G S2 E M W:308 4x8 4x6 3x6 4x6 4x8 W:308 R:1538 R:1537 U: 554 U: 554 BCI 40-0-0 ALL PLATES ARE LOCK20 Scale: 0.162" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.63 2x 4 SP-#2 BC 0.98 2x 4 SP-#2 WB 0.38 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 40- 0- 0 BC Cont. 0- 0- 0 40- 0- 0 WB 1 rows CLB on F -I WB 1 rows CLB on J -E Attach CLB with (2)-8d nails at each web. Loading Live Dead (psf) TC 20.0 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb--1.15 Fc=1.10 Ft=1.10 Plus 4 Wind Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1538 554 3- 8 1-12 Horz) 74 D 1538 554 3- 8 1-12 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- A -H 0.28 3192 C 1219 104 H -B 0.29 2957 C 104 1501 B -I 0.63 2763 C 1512 2870 I -S3 0.54 3861 C 2870 1076 S3-J 0.54 3861 C 1076 2870 J -C 0.63 2762 C 2870 1512 C -K 0.29 2956 C 1501 104 K -D 0.28 3191 C 104 1219 Bottom Chords--------- RobbinsEngineering, Inc./Online Plus - A -F 0.77 2938 T 955 1803 F -S1 0.90 3754 T 1803 799 S1-G 0.98 3754 T 799 2324 G -S2 0.98 3753 T 2324 799 S2-E 0.90 3753 T 799 1803 E -D 0.77 2938 T 1803 955 Webs ------------- H -F 0.10 219 C F -B 0.26 811 T F -I 0.38 1119 C 1 Br I -G 0.05 155 T G -J 0.05 155 T J -E 0.38 1119 C 1 Br E -C 0.26 811 T E -K 0.10 219 C LL 0.50" in Truss L/948 B -I TL -0.16" in Panel L/571 J -C 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 Gal, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 0.0 0.1 0.76 H LOCK 2.Ox 4.0 0.0 0.0 0.48 B LOCK 5.Ox 6.0 0.6-3.0 0.68 I LOCK 3.Ox 6.0 0.0 0.0 0.88 S3 LOCK 3.Ox 8.0 0.0 0.0 0.79 J LOCK 3.Ox 6.0 0.0 0.0 0.88 C LOCK 5.Ox 6.0-0.6-3.0 0.68 K LOCK 2.Ox 4.0 0.0 0.0 0.47 D LOCK 4.Ox 6.0 0.0 0.1 0.76 F LOCK 4.Ox 8.0 0.0 0.0 0.66 S1 LOCK 4.Ox 6.0 0.0 0.2 0.84 G LOCK 3.Ox 6.0 0.0 0.0 0.88 S2 LOCK 4.Ox 6.0 0.0 0.2 0.84 E LOCK 4.Ox 8.0 0.0 0.0 0.66 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 3861 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER S SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online Plus' 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/14/2003 1:00:47 PM Page 1 Job nark 1 Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D F3 2 HIPP 400000 5 1- 0- 0 1-' 0- o CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 00 HO 4-1 0 00 TC 11-0-0 1 18-0-0 I 11 0 0 00 1'4 5x6 3x6 3x8 3x6 5x6 B I S3 J C 5 r- T 2x4 2x4 H K 4-11-1 4x6 4x6A1D F 4x8 sl G S2 E W:308 R:1538 3x8 3x6 3x8 4x8 W:308 U: 542 R:1537 U: 542 acl 4-- ALL PLATES ARE LOCK20 Scale: 0.161" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.41 2x 4 SP-#2 BC 0.82 2x 4 SP-#2 WB 0.67 2x 4 SP-113 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 40- 0- 0 BC Cont. 0- 0- 0 40- 0- 0 Loading Live Dead (psf) TC 20.0 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.15 Fc=1.10 Ft=1.10 Plus 4 Wind Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1538 542 3- 8 1-12 Horz) 90 D 1538 542 3- 8 1-12 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- A -H 0.41 3134 C 499 -1280 H -B 0.25 2774 C 1280 -1153 B -I 0.35 2578 C 1174 -1864 I -S3 0.35 3154 C 1864 605 S3-J 0.35 3154 C -605 -1864 J -C 0.35 2578 C 1864 -1174 C -K 0.25 2774 C 1154 -1280 K -D 0.41 3134 C 1280 -499 Bottom Chords --------- F 0.79 2897 T 1540 -1977 F -S1 0.82 3102 T 1977 799 S1-G 0.70 3102 T -799 -1162 Robbins Engineering, Inc./Online Plus- G -S2 0.70 3102 T 1162 799 S2-E 0.82 3102 T -799 -1977 E -D 0.79 2897 T 1977 -1540 Webs ------------- H -F 0.24 370 C F -B 0.25 769 T F -1 0.67 666 C I -G 0.03 95 T G -J 0.03 95 T J -E 0.67 666 C E -C 0.25 769 T E -K 0.24 370 C LL 0.35" in Truss L/999 B -I TL -0.24" in Panel L/554 A -F Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 0.0 0.1 0.76 H LOCK 2.Ox 4.0 0.0 0.0 0.47 B LOCK 5.Ox 6.0 0.6-3.0 0.68 i LOCK 3.Ox 6.0 0.0 0.0 0.88 S3 LOCK 3.Ox 8.0 0.0 0.0 0.79 J LOCK 3.Ox 6.0 0.0 0.0 0.88 C LOCK 5.Ox 6.0-0.6-3.0 0.68 K LOCK 2.Ox 4.0 0.0 0.0 0.47 D LOCK 4.Ox 6.0 0.0 0.1 0.76 F LOCK 4.Ox 8.0 0.0 0.0 0.66 S1 LOCK 3.Ox 8.0 0.0 0.0 0.79 G LOCK 3.Ox 6.0 0.0 0.0 0.88 S2 LOCK 3.Ox 8.0 0.0 0.0 0.79 E LOCK 4.Ox 8.0 0.0 0.0 0.66 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 3154 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus"' 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:47 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 3514-D F4- 2 HIPP 400000 5 1- 0- 0 1- 0= 0 ' CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 0 HO 4-1 0 00 0 0 TC1'' 13-0-0 1 14-0-0 1 13-0-0 1' 5x6 2x4 5x6 B K C T 5 2x4 2 x4 J L 5-9-1 4x6 4x6 A1 D I Sl H S2 G { W:308 3x6 3x6 4x8 3x6 3x6 W:308 R:1537 R:1537 U: 528 U: 528 5cl 40-0-0 40-0-0 ALL PLATES ARE LOCK20 Scale: 0.162" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.51 2x 4 SP-#2 BC 0.77 2x 4 SP-#2 WB 0.31 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 40- 0- 0 BC Cont. 0- 0- 0 40- 0- 0 Loading Live Dead (psf) TC 20.0 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.15 Fc=1.10 Ft=1.10 Plus 4 Wind Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1538 528 3- 8 1-12 Horz) 107 D 1538 528 3- 8 1-12 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- J 0.51 3108 C 1034 2096 J -B 0.38 2814 C 2096 1402 B -K 0.48 2740 C 1696 2833 K -C 0.48 2740 C 2833 1696 C -L 0.38 2814 C 1401 2096 L -D 0.51 3107 C 2096 1034 Bottom Chords --------- A -I 0.77 2874 T 927 1885 I -S1 0.68 2347 T 1885 960 S1-H 0.68 2347 T -960 1875 H -S2 0.68 2347 T 1875 960 S2-G 0.68 2347 T -960 1885 Robbins Engineering, Inc./Online P1us- G -D 0.77 2874 T 1885 -927 Webs ------------- J -I 0.15 368 C I -B 0.16 507 T B -H 0.31 494 T H -K 0.22 400 C H -C 0.31 494 T C -G 0.16 507 T G -L 0.15 368 C LL 0.34" in Truss L/999 K -C TL -0.16" in Panel L/750 A -I Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 0.0 0.1 0.76 J LOCK 2.Ox 4.0 0.0 0.0 0.48 B LOCK 5.Ox 6.0 0.6-3.0 0.75 K LOCK 2.Ox 4.0 0.0 0.0 0.47 C LOCK 5.Ox 6.0-0.6-3.0 0.75 L LOCK 2.Ox 4.0 0.0 0.0 0.47 D LOCK 4.Ox 6.0 0.0 0.1 0.76 I LOCK 3.Ox 6.0 0.0 0.0 0.88 S1 LOCK 3.Ox 6.0 0.0 0.0 0.89 H LOCK 4.Ox 8.0 0.0 0.0 0.66 S2 LOCK 3.Ox 6.0 0.0 0.0 0.89 G LOCK 3.Ox 6.0 0.0 0.0 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 3108 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING S BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus- 0 1996.2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:48 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 3514-D F5 2 HIPP 400000 5 1- 0- 0 1- • 0- 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 00 HO 4-1 0 00 TC ' 15-0-0 1 10-0-0 1 15-0-0 000 5x6 2x4 5x6 B J C T 5 - 3x6 3x6 2x4 S4 S3 2x4 I K 6-7-1 A14x6 4x6 D H sl L S2 G W W:308 3x6 3x6 4x8 3x6 3x6 W:308 R:1538 R:1538 U: 512 U: 512 BC 1 40-0-0 0 ALL PLATES ARE LOCK20 Scale: 0.162" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.74 2x 4 SP-#2 BC 0.77 2x 4 SP-#2 WB 0.25 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 40- 0- 0 BC Cont. 0- 0- 0 40- 0- 0 Loading Live Dead (psf) TC 20.0 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.15 Fc=1.10 Ft=1.10 Plus 4 Wind Load Case(s) it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1538 512 3- 8 1-12 Horz) 123 D 1538 512 3- 8 1-12 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- A -I 0.74 3063 C 1255 3120 I -S4 0.53 2881 C 3120 306 S4-B 0.56 2807 C 306 1634 B -J 0.22 2356 C 1188 1190 J -C 0.22 2356 C 1190 1188 C -S3 0.56 2807 C 1634 306 S3-K 0.53 2881 C 306 3120 K -D 0.74 3063 C 3120 1255 Bottom Chords --------- A -H 0.77 2836 T 578 1968 H -S1 0.66 2169 T 1968 119 Robbins Engineering, Inc./Online Plus' S1-L 0.65 2169 T 119 1872 L -S2 0.65 2169 T 1872 119 S2-G 0.66 2169 T 119 1968 G -D 0.77 2836 T 1968 578 Webs ------------- I -H 0.13 403 C H -B 0.25 688 T B -L 0.15 297 T L -J 0.19 265 C L -C 0.15 297 T C -G 0.25 688 T G -K 0.13 403 C LL 0.35" in Truss L/999 S4-B TL -0.17" in Panel L/608 A -I Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Pit Size X Y JSI A LOCK 4.Ox 6.0 0.0 0.1 0.76 I LOCK 2.Ox 4.0 0.0 0.0 0.48 S4 LOCK 3.Ox 6.0 0.0 0.0 0.79 B LOCK 5.Ox 6.0 0.6-3.0 0.77 J LOCK 2.Ox 4.0 0.0 0.0 0.47 C LOCK 5.Ox 6.0-0.6-3.0 0.77 S3 LOCK 3.Ox 6.0 0.0 0.0 0.79 K LOCK 2.Ox 4.0 0.0 0.0 0.48 D LOCK 4.Ox 6.0 0.0 0.1 0.76 H LOCK 3.Ox 6.0 0.0 0.0 0.88 S1 LOCK 3.Ox 6.0 0.0 0.0 0.79 L LOCK 4.Ox 8.0 0.0 0.0 0.66 S2 LOCK 3.Ox 6.0 0.0 0.0 0.79 G LOCK 3.Ox 6.0 0.0 0.0 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 3063 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus"' 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/14120031:00:48 PM Page 1 Job Mark Quart Type Span P1-H1 Left OH Right OH Engi7reering 3514-D F6 2 HIPP 400000 5 1- 0- 0 1- 0- 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 00 SO a-1 0 00 TC 17-0-0 1 6-0-0 1 17-0-0 00 Sx10 Sx6 B C 3x6 3x6 3x6 J K 3x6 5- rS4 S3 7- 5-1 2x4 1 2x4 4x6 A L 4x6 D H 3x6 S1 F E S2 G W: 308 3x6 3x6 4x8 3x6 3x6 R: 1538 W: 308 U: 493 R: 1538 U: 493 BCI 40-0-0 40- 0-0 ALL PLATES ARE LOCK20 Scale: 0.162" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI - Size- ----Lumber---- TC 0.36 2x 4 SP-#2 BC 0.68 2x 4 SP-#2 WB 0.60 2x 4 SP-#3 Brace truss as follows: O. C. From To TC Cont. 0- 0- 0 40- 0- 0 BC Cont. 0- 0- 0 40- 0- 0 Loading Live Dead (psf) TC 20.0 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.15 Fc=1.10 Ft=1.10 Plus 4 Wind Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1538 493 3- 8 1-12 Horz) 140 D 1538 493 3- 8 1-12 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- A - I 0.36 3151 C 1224 1251 I - S4 0.32 2935 C 1251 615 S4- J 0.30 2879 C 615 1596 J - B 0.28 2190 C 1596 1216 B - C 0.33 2028 C 1253 1280 C - K 0.28 2191 C 1245 1588 K - S3 0.30 2879 C 1588 619 S3- L 0.32 2935 C 619 1254 L - D 0.36 3151 C 1254 1220 Bottom Chords --------- A - H 0.68 2909 T 854 1281 Robbins Engineering, Inc./Online P1us- H - S1 0.61 2488 T 1281 820 S1- F 0.57 2488 T 820 960 F - E 0.49 2028 T 960 1002 E - S2 0.57 2488 T 1002 811 S2- G 0.61 2488 T 811 1270 G - D 0.68 2909 T 1270 857 Webs ------------- I - H 0.09 292 C H - J 0.14 425 T J - F 0.60 613 C F - B 0.17 532 T B - E 0.16 112 C E - C 0.17 532 T E - K 0.59 612 C K - G 0.14 424 T G - L 0.09 293 C LL 0.29" in Truss L/999 B -C TL - 0.07" in Panel L/969 B -C Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Gar Gross Area Plate - RHS 20 Gar Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 6.0 0.0 0.1 0.76 I LOCK 2.Ox 4.0 0.0 0.0 0.47 S4 LOCK 3.Ox 6.0 0.0 0.0 0.96 J LOCK 3.Ox 6.0 0.0 0.0 0.67 B LOCK 5.0x10.0 0.7-3.4 0.68 C LOCK 5.Ox 6.0-0.6-3.0 0.68 K LOCK 3.Ox 6.0 0.0 0.0 0.67 S3 LOCK 3.Ox 6.0 0.0 0.0 0.97 L LOCK 2.Ox 4.0 0.0 0.0 0.48 D LOCK 4.Ox 6.0 0.0 0.1 0.76 H LOCK 3.Ox 6.0-0.1 0.0 0.88 S1 LOCK 3.Ox 6.0 0.0 0.0 0.90 F LOCK 3.Ox 6.0 0.0 0.0 0.88 E LOCK 4.Ox 8.0 0.0 0.0 0.66 S2 LOCK 3.Ox 6.0 0.0 0.0 0.89 G LOCK 3.Ox 6.0 0.1 0.0 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/ TPI 1-2002 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind - Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 3151 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J. C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!! CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2- TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online Plus"' 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:49 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH7 eering 3514-D F7 2 HIPP 400000 5 1- 0- 0 1- 0- 0 I CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 00 HO 4-1 0 00 TC 19-0-0 12-0-01 19-0-0 000 pi 5x10 5x6 B C 5 3x6 J 3x6 K 3x6 3x6 8-3-1 2Z4 S4 S3 2x4 L 4x6 4x6 A D H S1 F E S2 G W:308 3x6 3x6 3x6 4x8 3x6 3x6 W:308 R:1538 R:1538 U: 472 U: 472 ECI 40-0 - e 40-0-0- ALL PLATES ARE LOCK20 Scale: 0.162" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.52 2x 4 SP-#2 BC 0.75 2x 4 SP-#2 WB 0.24 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 40- 0- 0 BC Cont. 0- 0- 0 40- 0- 0 WB 1 rows CLB on J -F WB 1 rows CLB on E -K Attach CLB with (2)-8d nails at each web. Loading Live Dead (psf) TC 20.0 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.15 Fc=1.10 Ft=1.10 Plus 4 Wind Load Cases) it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 1538 472 3- 8 1-12 Horz) -156 D 1538 472 3- 8 1-12 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- A -I 0.51 3109 C 1131 1813 I -S4 0.33 2890 C 1813 86 S4-J 0.39 2826 C 86 2202 J -B 0.36 2003 C 2202 831 B -C 0.18 1852 C 944 1021 C -K 0.36 2005 C 913 2179 K -S3 0.38 2826 C 2179 82 S3-L 0.34 2889 C 82 1822 L -D 0.52 3109 C 1822 1120 Bottom Chords --------- A -H 0.75 2873 T 828 1785 H -S1 0.67 2384 T 1785 231 Robbins Engineering, Inc./Online P1us- S1-F 0.59 2384 T 231 1253 F -E 0.52 1850 T 1253 1381 E -S2 0.61 2384 T 1381 227 S2-G 0.67 2384 T 227 1751 G -D 0.75 2873 T 1751 838 Webs ------------- I -H 0.12 339 C H -J 0.16 490 T J -F 0.24 708 C 1 Br F -B 0.20 556 T B -E 0.14 122 C E -C 0.18 558 T E -K 0.24 705 C 1 Br K -G 0.16 488 T G -L 0.12 340 C LL 0.31" in Truss L/999 J -B TL -0.15" in Panel L/797 G -D Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 4.Ox 6.0 0.0 0.1 0.76 I LOCK 2.Ox 4.0 0.0 0.0 0.47 S4 LOCK 3.Ox 6.0 0.0 0.0 0.82 J LOCK 3.Ox 6.0 0.0 0.0 0.67 B LOCK 5.0x10.0 0.7-3.4 0.76 C LOCK 5.Ox 6.0-0.6-3.0 0.68 K LOCK 3.Ox 6.0 0.0 0.0 0.67 S3 LOCK 3.Ox 6.0 0.0 0.0 0.82 L LOCK 2.Ox 4.0 0.0 0.0 0.47 D LOCK 4.Ox 6.0 0.0 0.1 0.76 H LOCK 3.Ox 6.0-0.1 0.0 0.88 S1 LOCK 3.Ox 6.0 0.0 0.0 0.79 F LOCK 3.Ox 6.0 0.0 0.0 0.88 E LOCK 4.Ox 8.0 0.0 0.0 0.66 S2 LOCK 3.Ox 6.0 0.0 0.0 0.79 G LOCK 3.Ox 6.0 0.1 0.0 0.88 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 3109 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING b BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus- 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:50 PM Pagel Job 3514D Mark G-GE Quan Type Span Pl-H1 Left OH RightI OH Engineering 1 TR 200800 5 1- 0- 0 1- 0- 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 000 HO 4-1 00 TC 1 '4 10-4-0 1 10 4 0 0 4x4 J B M 5 H O 4-7-12 F 4 3x4 2x4 D S A 3x4 C E G I K SPL L N P R T 3x4 BC NO 111 20-8-0 ALL PLATES ARE LOCK20 See Joint D For Typical Gable Plate Size and Placement Scale: 0.292" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.03 2x 4 SP-#2 BC 0.04 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- 8- 0 BC Cont. 0- 0- 0 20- 8- 0 Loading Live Dead (psf) TC 20.0 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.01, Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.15 Fc=1.10 Ft=1.10 Plus 4 Wind Load Case(s) Jt React Uplft Size Req-d Lbs Lbs In-Sx In-Sx Cont. Brg 0- 0- 0 to 20- 8- 0 Membr CSI P Top A -D 0.03 D -F 0.03 F -H 0.03 H -J 0.03 J -B 0.03 B -M 0.03 M -0 0.03 O -Q 0.03 Q -S 0.03 S -C 0.03 Bottom A -E 0.02 E -G 0.02 G -I 0.01 I -K 0.01 K -K 0.01 K -L 0.04 Lbs M@1st M@2nd Chords ---------- 97 C 1 228 53 C 228 213 31 T 213 215 55 T 215 224 78 T 224 79 78 T 79 224 55 T 224 215 31 T 215 213 53 C 213 228 97 C 228 1 Chords --------- 4 T 194 3 0 T 106 74 0 T 74 84 0 T 84 59 0 T 59 46 0 T 46 69 Robbins Engineering, Inc./Online Plus`" L -N 0.01 0 T 69 81 N -P 0.01 0 T 81 80 P -R 0.01 0 T 80 75 R -T 0.02 0 T 75 106 T -C 0.02 4 T 3 194 Gable webs---------- E-D 0.02 112 C G -F 0.02 107 C I -H 0.02 107 C K -J 0.03 112 C L -B 0.03 77 C N -M 0.03 112 C P -O 0.02 107 C R -Q 0.02 107 C T -S 0.02 112 C LL 0.00" in Truss L/999 B -M TL 0.00" in Panel L/999 A -D Plates for each ply each PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Plate - RHS 20 Ga, Gross Jt Type Plt Size X Y A LOCK 3.Ox 4.0 0.0 0.0 D LOCK 2.Ox 4.0 0.0 0.0 F LOCK 2.Ox 4.0 0.0 0.0 H LOCK 2.Ox 4.0 0.0 0.0 J LOCK 2.Ox 4.0 0.0 0.0 B LOCK 4.Ox 4.0 0.0 0.0 M LOCK 2.Ox 4.0 0.0 0.0 O LOCK 2.Ox 4.0 0.0 0.0 Q LOCK 2.Ox 4.0 0.0 0.0 S LOCK 2.Ox 4.0 0.0 0.0 C LOCK 3.Ox 4.0 0.0 0.0 E LOCK 2.Ox 4.0 0.0 0.0 G LOCK 2.Ox 4.0 0.0 0.0 I LOCK 2.Ox 4.0 0.0 0.0 K LOCK 2.Ox 4.0 0.0 0.0 K LOCK 3.Ox 4.0 0.0 0.0 L LOCK 2.Ox 4.0 0.0 0.0 N LOCK 2.Ox 4.0 0.0 0.0 P LOCK 2.Ox 4.0 0.0 0.0 face. Area Area JSI 0.81 0.00 0.00 0.00 0.00 0.67 0.00 0.00 0.00 0.00 0.81 0.00 0.00 0.00 0.00 0.58 0.00 0.00 0.00 R LOCK 2.Ox 4.0 0.0 0.0 0.00 T LOCK 2.Ox 4.0 0.0 0.0 0.00 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 OH Loading Soffit psf 2.0 Note large bearing size. Gable studs are considered non-structural. All bracing for horizontal wind loads are the responsibility of the building designer. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 112 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online Plus- 0 199&2003 Version 14.0.005 Engineering - Portrait 7/14/2003 1:00:50 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D G2 9 TR 200800 5 1- 0- 0 1- 0- 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 SO 4-1 SO 4-1 0 0 00 0 0 00 TC I I 10-4-0 1 10-4-0 1'" 1 4x4 B 5 T 1x4 1x4 F G 12 3x4 3x4 A C E 3x4 S1 4x4 D 3x4 W:308 W:308 R: 902 R: 902 U: 337 U: 337 BC-20-8-0 20-0-0 ALL PLATES ARE LOCK20 Scale: 0.292" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.23 2x 4 SP-#2 BC 0.61 2x 4 SP-#2 WB 0.21 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 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 LC 1 Standard Loading Lumber Stress Increase 25.0% Plate Stress Increase 25.0% plf - Live Dead From To TC V -40 -14 0.0' 20.7' BC V 0 -20 0.0' 20.7' BC V -20 0 6.3' 14.3' Plus 4 Wind Load Case(s) it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 903 337 3- 8 1- 0 Horz) -83 C 903 337 3- 8 1- 0 Robbins Engineering, Inc./Online Plus- G 0.23 1568 C -656 1063 G -C 0.23 1681 C -1063 819 Bottom Chords --------- A -E 0.61 1553 T -92 1868 E -S1 0.52 1001 T 1868 1265 S1-D 0.51 1001 T -1265 1868 D -C 0.61 1553 T 1868 92 Webs ------------- F -E 0.05 244 C E -B 0.21 644 T B -D 0.21 644 T D -G 0.05 244 C LL 0.17" in Truss L/999 E -S1 TL -0.02" in Panel L/999 A -F Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area it Type Plt Size X Y JSI A LOCK 3.Ox 4.0 0.0 0.0 0.81 F LOCK 1.0x 4.0 0.0 0.0 0.75 B LOCK 4.Ox 4.0 0.0 0.0 0.78 G LOCK 1.0x 4.0 0.0 0.0 0.75 C LOCK 3.Ox 4.0 0.0 0.0 0.81 E LOCK 3.Ox 4.0 0.0 0.0 0.69 S1 LOCK 4.Ox 4.0 0.0 0.2 0.90 D LOCK 3.Ox 4.0 0.0 0.0 0.69 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- F 0.23 1681 C -813 1060 F -B 0.23 1568 C -1060 655 Robbins Engineering. Inc./Online Plus- 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/14/2003 1:00:51 PM Page 1 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 1681 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER b SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 3514-D G3 a TR 2oosoo 5 1- o- o o ' CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 00 HO 4-1 00 TC 10-4-0 1 10-4-0 1 4x4 B sF lx4 lx4 F G 4-7-12 3x4 3x4 A C 11 1q1 E Sl n yl 3x4 4x4 3x4 llJi W:308 HGR R: 902 R: 902 U: 337 U: 337 BC 20-8-6- La 20-8-0 ALL PLATES ARE LOCK20 Scale: 0.300" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.23 2x 4 SP-#2 BC 0.61 2x 4 SP-#2 WB 0.21 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 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 LC 1 Standard Loading Lumber Stress Increase 25.0% Plate Stress Increase 25.0% plf - Live Dead From To TC V -40 -14 0.0' 20.7' BC V 0 -20 0.0' 20.7' BC V -20 0 6.3' 14.3' Plus 4 Wind Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 903 337 3- 8 1- 0 Horz) -83 C 903 337 3- 8 1- 0 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- A -F 0.23 1681 C -813 1060 Robbins Engineering, Inc./Online Plus'" F -B 0.23 1568 C 1060 655 B -G 0.23 1568 C 656 1063 G -C 0.23 1681 C 1063 819 Bottom Chords --------- A -E 0.61 1553 T 92 1868 E -S1 0.52 1001 T 1868 1265 S1-D 0.51 1001 T 1265 1868 D -C 0.61 1553 T 1868 92 Webs ------------- F -E 0.05 244 C E -B 0.21 644 T B -D 0.21 644 T D -G 0.05 244 C LL 0.17" in Truss L/999 E -S1 TL -0.02" in Panel L/999 A -F Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 4.0 0.0 0.0 0.81 F LOCK 1.0x 4.0 0.0 0.0 0.75 B LOCK 4.Ox 4.0 0.0 0.0 0.78 G LOCK 1.Ox 4.0 0.0 0.0 0.75 C LOCK 3.Ox 4.0 0.0 0.0 0.81 E LOCK 3.Ox 4.0 0.0 0.0 0.69 S1 LOCK 4.Ox 4.0 0.0 0.2 0.90 D LOCK 3.Ox 4.0 0.0 0.0 0.69 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 1681 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus"' 0 1996.2003 Version 14.0.005 Engineering - Portrait 7/14/20031:00:52 PM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 3514-D 'G4-MG 1 1 MONO 70000 5 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 HO 3-3-1 TCI 7-0-0 lx4 B 1 5 3-3-1 2x3 E 4x4 A .h. C D 3x3 lx4 Cant:2- 4- 0 w:308 HGR R: 982 R: 916 U: 469 U: 314 BC 2-5-12 1 4-6-4 V O ALL PLATES ARE L0CK20 Scale: 0.495" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.20 2x 4 SP-#2 BC 0.68 2x 6 SP-#2 WB 0.12 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 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.00 Fc=1.00 Ft=1.00 BC Fb=1.00 Fc=1.00 Ft=1.00 LC 1 Standard Loading Lumber Stress Increase 25.0% Plate Stress Increase 25.0% plf - Live Dead From To TC V -40 -14 0.0' 7.0' BC V 0 -20 0.0' 7.0' BC V -187 -159 3.0' 7.0, Plus 4 Wind Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 983 470 3- 8 1- 3 Horz) 179 C 917 315 3- 8 1- 1 Robbins Engineering, Inc./Online P1us- A -E 0.16 334 C 445 -893 E -B 0.20 76 C 893 -6 Bottom Chords --------- D 0.52 317 T 1360 -5586 D -C 0.68 317 T 5586 -46 Webs ------------- D -E 0.03 139 T E -C 0.12 325 C C -B 0.07 109 C WindLd LL 0.04" in Truss L/999 E -B TL 0.00" in Panel L/999 A -E Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 4.Ox 4.0 0.0 0.0 0.97 E LOCK 2.Ox 3.0 0.0 0.0 1.00 B LOCK 1.0x 4.0 0.0 0.0 0.75 D LOCK 1.0x 4.0 0.0 0.0 0.75 C LOCK 3.Ox 3.0 0.0 0.0 0.63 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 334 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Membr CSI P Lbs M@1st M@2nd Top Chords---------- RobbinsEngineering, Inc./Online Plus- 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:52 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D V4 1 1 VL. SB 40000 5 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 TCI 2-0-0 1 2-0-0 I 5 3x3 T 10-0 _ 3x3 WIFF 3x3 BC 4-0-0 v 0 ALL PLATES ARE LOCK20 Scale: 0.943" = 1' Robbins Engineering, Inc./Online Plus - Online Plus -- Version 14.0.005 Jt Type Plt Size X Y JSI REFER TO ROBBINS ENG. GENERAL RUN DATE: 14-JUL-03 A LOCK 3.Ox 3.0 0.0 0.0 0.89 NOTES AND SYMBOLS SHEET FOR B LOCK 3.Ox 3.0 0.0-0.2 0.52 ADDITIONAL SPECIFICATIONS. CSI -Size- ----Lumber---- C LOCK 3.Ox 3.0 0.0 0.0 0.89 TC 0.02 2x 4 SP-#2 NOTES: BC 0.02 2x 4 SP-#2 Trusses Manufactured by: Brace truss as follows: East Coast Lumber O.C. From To Analysis Conforms To: TC Cont. 0- 0- 0 4- 0- 0 ANSI/TPI 1-2002 BC Cont. 0- 0- 0 4- 0- 0 Note large bearing size. Gable studs are considered Loading Live Dead (psf) non-structural. All bracing TC 20.0 7.0 for horizontal wind loads BC 0.0 10.0 are the responsibility of Total 20.0 17.0 37.0 the building designer. Spacing 24.0" Wind Loads - ANSI / ASCE 7-98 Lumber Stress Increase 25.0% Truss is designed as a Main Plate Stress Increase 25.0% Wind -Force Resistance System. TC Fb=1.15 Fc=1.10 Ft=1.10 Wind Speed: 110 mph BC Fb=1.15 Fc=1.10 Ft=1.10 Mean Roof Height: 25-0 Exposure Category: B Plus 4 Wind Load Case(s) Occupancy Factor 1 Building Type: Enclosed Jt React Uplft Size Req'd Zone location: Exterior Lbs Lbs In-Sx In-Sx TC Dead Load 5.0 psf Cont. Brg 0- 4- 3 to 3- 7-13 BC Dead Load 5.0 psf Max comp. force 101 Lbs Membr CSI P Lbs M@1st M@2nd Quality Control Factor 1.25 Top Chords ---------- A -B 0.02 101 C -118 -32 FABRICATOR NOTES: B -C 0.02 101 C 32 118 1. EAST COAST LUMBER S SUPPLY Bottom Chords--------- J.C. WEBER P.E.#17455 A -C 0.02 84 C -21 21 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 LL 0.00" in Truss L/999 A -C 2. !!!CAUTION!!! READ "HIB-91 TL 0.00" in Panel L/999 A -B SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 Plates for each ply each face. BRACING TRUSSES. PLATING CONFORMS TO TPI. 3. SEE ATTACHED DETAIL SHEET REPORTS: SBCCI 9761 FOR: 1-JACK NAILS. ROBBINS ENGINEERING, INC. 2-TBRACE. 3-BEARING BLOCK. BASED ON SP LUMBER 4. DESIGNER: NC USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Robbins Engineering, Inc./Online Plus' 0 1996-2003 Version 14.0.005 Engineering - Portrait 7114/2003 1:00:53 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 3514-D - MV' I 1VLMA. SB 20000 5 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 10-0 TC2-0-0 5 2x3 C Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI - Size- ----Lumber---- TC 0.01 2x 4 SP-#2 BC 0.01 2x 4 SP-#2 GW 0.01 2x 4 SP-#3 Brace truss as follows: O. C. From To TC Cont. 0- 0- 0 2- 0- 0 BC Cont. 0- 0- 0 2- 0- 0 Loading Live Dead (psf) TC 20.0 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.15 Fc=1.10 Ft=1.10 Plus 4 Wind Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 4- 3 to 1- 7-13 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- A - B 0.01 13 C -44 -17 Bottom Chords --------- A - C 0.01 26 T 60 -3 Gable Webs---------- C- B 0.01 36 C WindLd LL 0.00" in Truss L/999 A -B TL 0.00" in Panel L/999 A -B Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. lx4 T 10- 0 ' 3x3 - ALL PLATES ARE IACX20 Robbins Engineering, Inc./Online Plus - Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 3.0 0.0 0.0 0.89 B LOCK 1.0x 4.0 0.0 0.0 0.75 C LOCK 2.Ox 3.0 0.5 0.0 0.38 Scale: 0.919" = 1 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/ TPI 1-2002 Note large bearing size. Gable studs are considered non- structural. All bracing for horizontal wind loads are the responsibility of the building designer. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind - Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 36 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J. C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!! CAUTION!!! READ "HIS-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2- TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online Plus- 0 1996.2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:54 PM Page 1 Job Mark Quart Type Span Pl-Hl Left OH Right OH Engineering 3514-D MV4 1 vLM. ss a0000 5 0 0 ' CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 1-8-0 TC1 4-0-0 5 lx4 1-8-0 3x3 ; lx4 Bc 4-0-0 4-0-0 ALL PLATES ARE LOCK20 Scale: 0.801" = 1' Online Plus -- Version 14.0.005 RUN DATE: 14-JUL-03 CSI -Size- ----Lumber---- TC 0.09 2x 4 SP-#2 BC 0.06 2x 4 SP-#2 GW 0.02 2x 4 SP-#3 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 0- 0 BC Cont. 0- 0- 0 4- 0- 0 Loading Live Dead (psf) TC 20.0 7.0 BC 0.0 10.0 Total 20.0 17.0 37.0 Spacing 24.0" Lumber Stress Increase 25.0% Plate Stress Increase 25.0% TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.15 Fc=1.10 Ft=1.10 Plus 4 Wind Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 4- 3 to 3- 7-13 Membr CSI P Lbs M@1st M@2nd Top Chords ---------- A -B 0.09 31 C -98 -17 Bottom'Chords--------- A -C 0.06 244 C -358 -6 Gable Webs---------- C-B 0.02 85 C WindLd LL 0.01" in Truss L/999 A -B TL -0.01" in Panel L/999 A -B Plates for each ply each face. PLATING CONFORMS TO TPI. REPORTS: SBCCI 9761 ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. Robbins Engineering, Inc./Online Plus - Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 3.0 0.0 0.0 0.89 B LOCK 1.0x 4.0 0.0 0.0 0.75 C LOCK 1.0x 4.0 0.0 0.0 0.75 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: East Coast Lumber Analysis Conforms To: ANSI/TPI 1-2002 Note large bearing size. Gable studs are considered non-structural. All bracing for horizontal wind loads are the responsibility of the building designer. Wind Loads - ANSI / ASCE 7-98 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 110 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor 1 Building Type: Enclosed Zone location: Exterior TC Dead Load 5.0 psf BC Dead Load 5.0 psf Max comp. force 244 Lbs Quality Control Factor 1.25 FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus' 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:53 PM Page 1 Job 3514 D mark EJ7 Quan 18 Type Span P1-H1 Left OH ENDJO 70000 5 1- 0- 0 Right OH 0 Engineering CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111/JACKS HO 4-1 HO 3-3-1 Cl 1-0-0 1 7-0-0 B 5 3-3-1 W:08 R: 167 U: 126 3x4 A C W:308 W:08 R: 325 R: 86 U: 124 BC 7-0-0 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.535" = V Robbins Engineering, Inc./Online Plus - Online Plus -- Version 14.0.005 RUN DATE: 7-15-03 CSI SIZE LUMBER 1.15FB TOP 0.47 2X 4 SP-U2 1720 BTM 0.34 2X 4 SP-#2 1720 REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% PC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. STANDARD LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% LOADING LIVE DEAD (PSF) TOP CHD 20.0 7.0 BTM CHID 0.0 10.0 TOTAL 20.0 17.0 37.0 SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LBS IN-SX LBS IN-SX A 325 3- 8 B 167 0- 8 C 86 0- 8 LEFT RIGHT HEEL OIN - 4SX MEMBR CSI P(LBS) M@lST M82ND TOP CHORDS A-B 0.47 61 C -1196 0 BOTTOM CHORDS A-C 0.34 0 T -1706 0 WEBS DL+LL DEFL = 0.26" IN A-B LL DEFL = 0.03" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 321 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND -FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 110 MPH MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY- B OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD - 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 151 LBS. 5. FASTEN TRUSS TO BRG A FOR 124 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG B FOR 126 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.N17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus- 0 1996-2003 Version 14.0.005 Engineering . Portrait 7115/2003 7:45:22 AM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Birgineering 3514-D -EJ7A 1 2 ENDJO 70000 5 1- 0- 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 SO 3-3-1 TCJ 1-0-0 1 7-0-0 B 5 3-3-1 lx4 E W:08 R: 73 3x4 U: 61 A D C lx4 1Cant:2- 4- 0 W:308 W:08 R: 496 R: 42 U: 339 BC 1 2-5-124- -4 7-0-0 ALL PLATES ARE LOCK20 Scale: 0.519" = 1' Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER 1.15FB TOP 0.41 2X 4 SP-#2 1720 BTM 0.30 2X 4 SP-112 1720 WBS 0.07 2X 4 SP-#3 980 REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. STANDARD LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% LOADING LIVE DEAD (PSF) TOP CHD 20.0 7.0 BTM CHD 0.0 10.0 TOTAL 20.0 17.0 37.0 SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LBS IN-SX LBS IN-SX D 496 3- 8 B 73 0- 8 C 9 0- 8 LEFT RIGHT HEEL OIN - 4SX MEMBR CSI P(LBS) M@1ST M@2ND TOP CHORDS A-E 0.41 ISO C 117 2099 E-B 0.40 33 C -2099 0 BOTTOM CHORDS A-D 0.30 156 T -160 1010 D-C 0.30 0 T 1945 0 WEBS D-E = 326 C DL+LL DEFL = 0.12" AT A LL DEFL < BRG-SPAN/240 LL DEFL (CANT) = 0.10" < C/120 SPAN/DEFL (DL+LL) = 444 Robbins Engineering, Inc./Online Plus - REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND -FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 110 MPH MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - B OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD - 5.0 PSF BC DEAD LOAD - 5.0 PSF 4. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 155 LBS. S. FASTEN TRUSS TO BRG D FOR 339 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG B FOR 61 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./Online Plus"' 0 1996-2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:55 PM Page 1 4, ' Job 3514-D Mark CJS 1 Quan 6 Type Span P1-HI ENDJO 50000 5 Left OH Right OH 1- 0- 0 0 Engineering CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 BO 4-1 HO 2-5-1 TCI 1-0-0 I 5-0-0 I 5 2-5-1 W:08 3x4 R: 117 A U: 89 W:308 W:OB R: 251 R: 61 U: 106 BC 5-0-0 ALL PLATES ARE LOCK20 Scale: 0.661" = 1' Robbins Engineering, Inc./Online Plus - Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER 1.15FB TOP 0.23 2X 4 SP-#2 1720 BTM 0.17 2X 4 SP42 1720 REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. STANDARD LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% LOADING LIVE DEAD (PSF) TOP CHD 20.0 7.0 BTM CHD 0.0 10.0 TOTAL 20.0 17.0 37.0 SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LES IN-SX LES IN-SX A 251 3- 8 B 117 0- 8 C 61 0- 8 LEFT RIGHT HEEL OIN - 4SX MEMBR CSI P(LBS) M91ST M82ND TOP CHORDS A-B 0.23 43 C -457 0 BOTTOM CHORDS A-C 0.17 0 T -928 0 WEBS DL+LL DEFL = 0.06" IN A-B LL DEFL = 0.01" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 928 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND -FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 110 MPH MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - 8 OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 112 LES. 5. FASTEN TRUSS TO ERG A FOR 106 LEE OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR ERG. 6. FASTEN TRUSS TO ERG B FOR 89 LES OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR ERG. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering, Inc./ON!ne Plus- 0 1996.2003 Version 14.0.005 Engineering - Portrait 7/1420031:00:55 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D ^-CJ3 6 ENDJO 30000 5 1- 0- 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 4-1 HO 1-7-1 TC-0-0 3-0-0 T 5 B 1-7-1 3x4 1 A C W:08 R: 68 U: 51 W:308 W:08 R: 178 R: 37 U: 88 BC 1-0-0 ALL PLATES ARE 14)CK20 Scale: 0.555" = 1' Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER 1.15FB TOP 0.08 2X 4 SP-112 1720 BTM 0.06 2X 4 SP-#2 1720 REPETITIVE MEMBER INCREASES: PH 15.0% FT 0.0% PC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS STIR CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. STANDARD LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% LOADING LIVE DEAD (PSF) TOP CHO 20.0 7.0 BTM CHID 0.0 10.0 TOTAL 20.0 17.0 37.0 SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LEIS IN-SX LBS IN-SX A 178 3- 8 B 68 0- 8 C 37 0- 8 LEFT RIGHT HEEL OIN - 4SX MEMBR CSI P(LBS) M@1ST M@2ND TOP CHORDS A-B 0.08 25 C -50 0 BOTTOM CHORDS A-C 0.06 0 T -373 0 WEBS DL+LL DEFL = 0.01" IN A-B LL DEFL - 0.00" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 999 Robbins Engineering, Inc./Online Plus - REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND -FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 110 MPH MEAN ROOF HEIGHT - 25, EXPOSURE CATEGORY - B OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD - 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. FASTEN TRUSS TO BRG A FOR 88 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 5. FASTEN TRUSS TO BRG B FOR 51 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J.C.. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online Plus- 0 1996.2003 Version 14.0.005 Engineering - Portrait 7/142003 1:00:56 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 3514-D -CJI' 1 6 ENDJO 10000 5 1- 0- 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 T 9-1 1 HO 4-1 HO 9-1 TC1-0-0 1-0-0 5 3x4 A 0 WB R: 18 U: 14 W: 308 W:08 R: 105 R: 12 U: 70 U: 3 BC - - 1- 0-0 - ALL. PLATES ARE LOCK20 Robbins Engineering, Inc./Online Plus - Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER 1.1517B TOP 0.01 2X 4 SP-#2 1720 BTM 0.01 2X 4 SP-1112 1720 REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. STANDARD LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% LOADING LIVE DEAD (PSF) TOP CHD 20.0 7.0 BTM CHD 0.0 10.0 TOTAL 20.0 17.0 37.0 SUPPORT CRITERIA JT TYPE HORZ VERT WIDTH LBS Las IN-SX A PIN -1 105 3- 8 B HORZ RLR 0 18 0- 8 C HORZ RLR 0 12 0- 8 LEFT RIGHT HEEL OIN - 4SX MEMBR CSI P(LBS) M81ST M82ND TOP CHORDS A- B 0.01 7 C 24 0 BOTTOM CHORDS A- C 0.01 0 T -39 0 WEBS SPAN/ DEFL (DL+LL) - 999 Scale: 0.883" = 1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND -FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 110 MPH MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - B OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. FASTEN TRUSS TO BRG A FOR 70 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. FABRICATOR NOTES: 1. EAST COAST LUMBER 6 SUPPLY J. C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!! CAUTION!!! READ "HIB-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING 6 BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2- TBRACE. 3-BEARING BLOCK. 4. DESIGNER: NC Robbins Engineering. Inc./Online Plus- O 1996-2003 Version 14.0.005 Engineering - Ponrall 7/142003 1:00:56 PM Page 1 r Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering3514-D -HJ7 3 MONO 91013 3.536 1- 5- 0 0 CENTEX-ORLANDO/3514-DW/NO OPTIONS/MASTER/#5111 HO 3-13 HO 3-2-13TC11-5-0 1 9-10-13 2x3 B 3-2-13 W:415 W:08 R: 331 R: 375 U: 127 U: 50 9-10-13 ALL PLATES ARE LOCK20 Online Plus -- Version 14.0.005 RUN DATE: 7-14-03 CSI SIZE LUMBER FB TOP 0.44 2X 4 SP-#2 1500 BTM 0.64 2X 4 SP-#2 1500 WBS 0.37 2X 4 SP-#3 850 LATERAL BRACING: TOP CHORD - CONTINUOUS BTM CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. UNIFORM LOADING LUMBER STRESS INCREASE: 25.0$ PLATE STRESS INCREASE: 25.08 UNI. LUG. LIVE DEAD (PSF) TOP CHD 20.0 7.0 BTM CHD 0.0 10.0 TOTAL 20.0 17.0 37.0 GIRDER LOADING LUMBER STRESS INCREASE: 25.0% PLATE STRESS INCREASE: 25.0% GRD. LDG. LIVE DEAD PLF) TOP CHU 40.0 14.0 HTM CHD 0.0 20A TOTAL 40.0 34.0 74.0 EXCEPTIONS: LINEAR VARIATION ALONG A-B AT A 0.0 0.0 AT B 99.0 34.6 LINEAR VARIATION ALONG A-C AT A 0.0 0.0 AT C 0.0 49.6 SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LBS IN-SX LBS IN-SX A 331 4-15 C 375 0- 8 B 221 0- 8 LEFT RIGHT HEEL OIN - 2SX MEMBR CSI P(LBS) M91ST M@2ND TOP CHORDS A-D 0.42 710 C -1912 -2551 M-O n •I Cal n -1- 1 Robbins Engineering, Inc./Online Plus" MEMBR CSI P(LBS) M@1ST M@2ND BOTTOM CHORDS A-C 0.64 709 T 1800 -6 WEBS C-B 0.10 0 T 0 0 D-C - 748 C DL+LL DEFL = 0.30" IN A-C LL DEFL = 0.00" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 390 Scale: 0.511" = 1' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - East Coast Lumber 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND -FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 110 MPH' MEAN ROOF HEIGHT - 25' EXPOSURE CATEGORY - B OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. FASTEN TRUSS TO BRG A FOR 127 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 5. FASTEN TRUSS TO BRG C FOR 50 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG B FOR 152 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 7. GIRDER CONDITION. RING JACK GIRDER. TIE-IN JACKS ON TOP&BTM. GIRDER SETBACK 7.00.f,t. FABRICATOR NOTES: 1. EAST COAST LUMBER a SUPPLY J.C. WEBER P.E.#17455 5285 ST. LUCIE BLVD. FORT PIERCE FL. 34946 2. !!!CAUTION!!! READ "HIE-91 SUMMARY SHEET" BEFORE HANDLING , INSTALLING a BRACING TRUSSES. 3. SEE ATTACHED DETAIL SHEET FOR: 1-JACK NAILS. 2-TBRACE. 3-HEARING BLOCK. 4. DESIGNER: NC AO, East Coast L.urnber Tnis5 5285 St. Lucie Boulevard Fort Pierce,l'L 34946 0 F mrliA7 D les 4 IME IIf c©1r?, C 3- otunr ge• +woof olmt kk kkIII III ,%IIIIII h kk 2 REVISIONS OTY ( 1) WAS (2) FOR 20 CA 111K fM lfKtt.TTKA To Ow WN wM N TOO= AR CTW. IOTroY • OW C4 MOYWwTK OOG 7 7 tJri. DKr. llt /W II40RT. LISTED w w on a° C°Mt OtSI ® (a) ACl/1'.I CA =C iMDI M.CxLT. TT99 . OMI 1O0..M (7 IV tJw TOP wLrcwR REPORT# 9606C 0' . m G Y-6,11 { V- IMI w. NiTOIM Ot T'.O Y-WO Ow /)-" v.M 1LCTON, tTCSir./.' tNQT wnK ,ua Ml DtRlowl OUIfO(-K m LA" 00010" IMa. DOG " Tm.? Il'-W w.IN Aty,mm. I .•.J .' SM R.S gwf1JT $CAN& n Ntr.. i11 tr wuY fwuYf pp p" jyy i0s a •mw egryyia pgt{(fawt 1swo.w). OVPtA PCOwYlTStC110w1DIDTIW.N). l. nws AN" t uv. Iwol .mulrm. uo IWsr+ wt it eaxiouwwi iirot DGMD ON Curia WNKS (N wor KD,fafL) m rnD OL . 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Y „awe a Pru NOM waYw iiloosDIir • 1W//• Ymol Naag1 a oK ntt` 11cN DESIGN 10AD5; + 2+.0 PSI b -2+.5 PSF I. T(1o, S,Avctifu >0 AL 1N.bt ON anat t.0 trac kT1 P r NsaAm or Mt PNOTriIanK a TEST L045: -37.0 PSI Iv.lost oP oOOK AtcGo POA M t aaalra a tTR+CTUK .Now .CtaAo.Nct r T.LL . to DA onv. ma a-w Wo t1 OLT wM cvwwr /ulna anal rat Twt saw 1 Rm a .. w IPO..a w .I-t- 1 r rr w tsar 04WA rAl oNwNQ wM . wo w suoq PART NO.: T/1• ON t[LTCK ON rrt0 VOMCAL toilli+ u.1... faw othem.. Al, 7 7L SJ4I a°T N ( mJ. « IDEAL A p T- wM I .tt/.• ItV tMNNO SCAM COCtI 61 001 the w mPo A TOLERANCES v. nnno 0}}M1 1S20 PG LOGtaK d DOG. rrwwr.. rM w .., r WI OIOIf1 % No 1-1J-7{7-77011 P TIOw .-. tSIM NM1rI yyyp y rr,. i a r1„ ,.,L a.u. r •00 • 1.01S DESCRIPTION: MODEL 6RST W 16-0 a 6-0: 2t/-24.5 OES10N LOAD W W LC. dL1Ntl r..+ Ilw ..w..w ..+ Y .D00 • 1.007 IT CA OKV, SIM °OTiow t KKCr. 0w+b h' .Nr •"'" •'w .0000 . 5.001 ORAWN BY: 0MM DATE: 4/16/00 SCALE: NTS OIA TT.CKO wM ( J) 11..//1' INtG YOK SCAM. / Y'• ^` 1""`I^"` R Thin Mqk NJn. Nw OnAstso. i/ 2O.gn. a . 11/2' CHECKED BY: MW'ri DATE: 4/15/00 SHEET 1 OP I SIZE L a1m •GMtAmT. Vroj cow Wo1YIN1IW1AUsU W V.040. OW6. NO.: 102135 REV. N0. 1 u C IN A HriLt1 OESIGN•nON• Themes-Try In-Srinq Door wood home System LIA)CUUM MTRAII NOMMI SIM Single UP to 3'4 s 6'0 r/ra IW41403 Oaubie up to 6`4 x 6'0 ./wo wolites X. Ox. x0. OXO. XX. 070(0 I-EMERAL OESCRIPTION: The head and side jambs are 11901 oint pine meoswfnq a min. 4-9/16 with a :/2' rabbeted stop. 3/1e- TAPCON Y .. ryPC MCHOR a 1/2' AWMALI Wsaow LA t : 2 nRlallo 1 e . 2-1/2- M rs L S orG,01We 9 LY Sues-eNCx Ile UrrWAL tf> 2X 1:LA:tt z. 1 x 2 nRIeNO QESIGN PRESSURE RATING: Single Positive.67.0 PSF Negative 57.0 PSF Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF Double w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF 3118- TAPCON rMC ANCHOR LL.CO TAPCON Of: COUAt ORALL 4V—ACON t l S« -1. 2) MUD 1We TO fx sus-11" 1/2. ORMAU tx ttticx iNT19MR rs t r 2 xiRA A 2 i. `f . J•1 I " ..' z : •• r. ' (233 LD. SHW RATING) APCOM h .•t.' (3w note 2) r;" .' y ia'• 07 j`• SHIN SP e I31N. L •,•' iy, LOMM. SIDE 4W8 p15. jyl,•,, t•'' s M t Ix au -eucx S ' .,••, O4 I fi 1. This system has been evaluated for use in locations rAMrinq to the flarido Building Code Lilrlx.H f0 11Y9 and where pnetun requirements as determined by ASC: 7 Minimum Osaign Loads for Buildings 1 1/4• M and Other Structures do not exceed the design pressure rotlrlgs listed herein. OWL 2. For installations where the sub -buck is less than 1-1/2' (FBC section 1707.4.4 Anchorage frethods and sub -sections 1707.4.4.1 and 1707.4.4.2) Topton 0" concrete anchors must be used and the length must be such that a minimum I-t/4' engapsnent of the Topton into the masonry wall is obtained. 613.064.3S31 DAM e/3/02 SCALL• M.T.S. DWG. try: W.L.N. Clal Br: RW. DRAWING NO-' . t-02201 S.W I or 1 DIOOEI Ot IGNATtoN Thermo—Tru In —Swing / Ott —Swing Door Wood Frames System mAvlmLlm • M/FRu NOMINAL S17E Single up to 5'4 x B'0 I:/wo sidatites , Double up to 84 x B'O*r/wo sidetltes rr CON ONS-, X. OX. X0. OXO. XX. OXXO l EM_ a OrSCRIPDOW The hood and side jambs are fingerjoint pine measuring a min. 4-9/1E' with o I/2' rabbeted stop. rIl u,,J t4•. j DOUBLE 2X sa• ea• HEADER SIN • r DOOR i, :'.•,.'. 2X STUD 2X JACK ' STUD e,2-I/2 rn1 ws L IrIf i.' IIN et . GCAdms ' is* )AK c-sa«x sxutwra v 2!• uuc 1• sin/ srAct b vVMCLL SCE ,Ewe 1.13 ukEMIL r DESIGN PRESSURE RATING: Single Positive 67.0 PSF Negative 67.0 PSF Single with Sidelites Positive 80.0 PSF Negative 60.0 PSF Doublt w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF 813.684.3431 r nrvlo um'w Sinn rTES uxt ilia owp. MI. e This system has been evaluated for use in locotfons adhering to the Florida Building Code C1ac Or and where pressure requirements as determined by ASCE 7 minimum Design Loads for Suildi.ls DN,werO 140: 1- a:tt and Other Structures do not exceed the design pressure ratings listed herein. oec* 1 or THERMAoTRU® TWA CLASSV SASOOTH STAR' PISW WO" 6MLA AND DOUBLE W a WAUT BIDt71TE8• If4,SULATED FIBERGLASS DOOR WTTH WOOD FTiAMEs. 1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR MIAMI-DADS COUNTY. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE I. 5. THIS PRODUCT DOES NOT MEET THE WATER REOUIREMENTS FOR MLAMI-DADS COUNTY. 6. MNMI-OADE APPROVED IMPACT RESISTANT SHUTTERS ARE RFOUIRFO FOR SIDFLIT'ES ONLY. 7. SIDEUTES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. Faee eheeta: Frbergloss avg. min. yield strength Fyy(min.)-6,000 Psi Smooth5tar - 0.070 minimum skin thickness FiberClassic - 0.110' minimum skin thickness Core deaian: Polyurethane foam core. withl.9 lbs. densit by BRASF. sh compaunda(ppool. skin is constructedfiled with .9 lbs• fhk. SNC . Inc irderia ewity • denidy BASF polyurethane loom. The ppr 1 face sheets, am glued to thewoods4siiges 37d Ivib. They ovi JoIM stiles nnforeed with a wood IQck 'hingeseisFingerJdnted4F6aandthe at t top and bottom mil am ofVcftfttoM1food composite matedol. in the dovbk door appC"ion ft kractl.e door is fitted with on extruded aluminum astrogol (Wind jamber E) of ti063-T6 alloy. L The borne is corutn+cted from fi,r jointed 2 bn9rs anedTo the side jambs with (3) Riga. 1/ ' Crown x P staples of each side. The s awaxed together in o side6fe oppppkvti n udnq / 8 x xwre 2' long PFH Wood Screws (6) mm per each mulls the units use on Inswing Saddle threshold measw*V 5.75' x 1.548. Irg y siddry pl aote ed nt sadwidr glazed 17 4 two k pxe rvme. eyI arc dry) glazed on the exterior wiU on 1 8 Nk cdlulor l rtarh of/8 +Topc/I w gkPloscr He homes arc held TABLE OF CONTENTS DESCRIPTION TYPICALELEVATIONS GEN NOTES VERTICAL CROSS SECTIONS HORI ONTAL CROSS SECTIONS 41 HORIZONTALCR055SECTIONSEcNOTES ANCHORING LUGAIIUN k AIL ANCHO IN LOCH IONS h C ING DETAILS ON1i-EOMPONENF 51 Of MATERIALS k UNIT COMPONENTS 37.5 MAX. POVERALL WIDTH 36' MAX. PANEL WIDTH U s W e 0 I L SIN(:L 1N51ViNG UNIT I0MAX. OVtrWLL rrcnMc nry 36.6.625' MAX. PANEL WIDTH W/ ASTRAGAL X J = w a OOf o e o 74. 5' MAX. OVERALL FRAME WIDTH --{ 36.625' MAX. PANEL WIDTH —{ RAGAL I L y La So0315. 5' MAX. FRAME MOTH 13. MAX. WIDTH 7.125' MAX. D.L.O. WIDTH MODELS 68.5" MAX. OVERALL WIDTH ALL 36' MAX. 15.5' MAX. E V I PANEL WIDTH FRAME WIDTH FROM 1J.75" MAX. WIDTH 7.125" MAX. D.L.O. WIDTH u 4J 2 o 06 0 O> o CO o Co so ow— 3QCO co z o a 13. 584.3531 DOUBL INSWING UNIT t _-- om'08 f 0 0 DESIGN PRESSURE RATING FL®RM `B,w®aL11o1L"`yl v-%L- N. T.S. I I N of: 7JH amRE UNIT TYPE UIR 'ENT I NOT NEEDED au. wr: RW SINGLE + 67.0 PSF - 67.0 PSF M / j jg L1LL V Y g NOES vJY11+ aJY1 DOUBLE + 55.0 PSF - 55.0 PSF 572151 ITH SIDFLITFS M ^ p I EXTERIOR 1. 68' WIN. PANEL THK. DOOR PANEL ru10 i C6 29 42 InN 33 34 o 0. SEE NOTE 5 SHT. 4 41 NOTE 4ISHT, Ed 5- MIN' GLASS THK. o EXTERIOB to a INTERIOR O 25 V) C" FOAM CASKET do LnC SILICONE CAP BEAD Ch 1.68' MIN. PANEL THK. 42 40", SEE NOTE 5 SHT. 4 l=Y=lmZ 08/10/01 2• -I' oy% TJH CHL rh RW S-2151FLOWLIDAB- 0 IF, zrctr -2— o, INACTIVE co W ASTRAGAL RETAINER BOLT 8.0' I.G. TOP, BOTTOM (2) BOLTS AT TOP & (2) AT BOTTOM t-l'\ HOR17ONTAL- 0 ASTRAGAL I V 1..- 15* MIN. FT. 8. EXTERIO 25. MAX, SHIM FOAM GASKET & SILICONE CAP BEAD OVA irm-A—Z 36 6 29 41 SE NOTE I SHT. 4 v* SIDELITE TO SUCK SEE NOTE 7 SHT. 4 HORIZONTAI CROSS SECTIOt 0 HINGE JAMB TO SIOEUTE CI " LG` ENTRAL 11V IRRIDA M,tANUFACTURSIR 1q) U '.ni044 C 9 co X x z(n FOAM GASKET tt SILICONE CAP BEAD ZIPSqwl; 0 NOTE 1 4 allam-Wil om 081, 0/0-1— m TJH CW4 FYI. RW 0PAW64 -0-- S-2157 Ismm 3 or 6 1.15' MIN. EMBED. 15' MIN. I C-SINK 13 25' MAX. SHIM SPACE 1 s LATCH JAMB TO BUCK, NOTES: 1. SPACING FOR ITEM NO. 41 (UTE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES: 5.5', 16.5'. 27.57. 38.375. 49.375' Q 60.375'. HORIZONTAL THERE ARE 2) SCREW BOTH TOP AND BOTTOM AT 2.125' IN FROM EACH CORNER. 2. SPACING FOR REM NO. 27 (/8 r 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE 1144CM DOOR IS AS FOLLOWS. FROM THE TOP DOWN 1'. 3, 57, 18.25. 40.5'. 59.25'. 74.25'. 76.25' & 78.25'. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH 3) 16GA. x 112' CROWN x 2' STAPLES AT BOTH SIDE. 4• THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH 2) 16GA, x 112' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (18 It 2' PFH. WOOD SCREW). THERE ARE (4) AT EACH VERTICAL JAMB. FROM THE TOP DOWN AT 13.5. 31'. 48.5' 66. THERE ARE (2) AT THE' HEADER AT 4' IN FROM THE OUTSIDE CORNERS OF THE FRAME- THERE ARE 2) AT THE SILL. 4' IN FROM THE OUTSIDE CORNERS. 6 (NG FOR ITEM NO. MULLION TOGETHER ` SCREW) ISTHE SAMEAS TSECURING HE THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7' O.C. 7. WHEN ATTACHING THE HINGE TO THE jAme AND THE ATTACHINGK USE ITEM NO. 12 (110 x 2' SCREW). WHEN THEHINGETOTHEJAMBANDTHESIDELITEAT THE MULLION USE ITEM NO. 37 (110 9 1 314' SCREW). ZY 3 u a Stu EMBED. 15' MIN. 13 C- SINK 1 7 e•. 10 ' EXTERIO INT RIOR 4 •• •• t0 6 26 9 2 . 25' MAX. HINGE JAMB TO BUCK, SHIM SPACE 3 I 4 o STRIKE JAMB TO SIDELITE LLA -' L c11 . Tel SEE NOTE 7 SHT. 4 6! tY N 0 co 0 co Lon1 g0 U7 OLuO F3Q0 a 1 1N 0U0.DIM0 plfbNlTNrtB. MC 613. 564.3831 Rr: fit m RN we xo.: 5- 2151 4 or SEE DETAIL 'F' SHT. 5 3- H' J 6. 6- 3- -- 3- 33- OYP. SEf NOTE _ r" to , 3ESM 4E O O a0 SEE NOTE F" SM. 5 SEE DETAIL H :i y V + N 6 SHT. 4 SM. 5 4 a o TYP. TYP. n + e - SEE DETAIL SEE NOTE - " Ln _ SE DET 5 6 SM. 4 - i 13 - - _ TYP. _ SEE DETAIL 13 SEE NOTE b- W- SM. 5 4 sHT. 4 _ p- TYP. 13 - SEE DETAIL 'C' •C- TYP. ro- ' a 'G' SM. 5 14 14 TYP. TYP. - 1 t TYP. -B- I _ _ 6- 6' --i 3- 3 " 3 to 3- 3 3- 6- 6- 6- F LI®J+ A BO ®—Fo SING F DOOR DO BL_F DOOR W/SID _ % TRAL MANUFAC URER NAME$ r p%,— , A o.357' BOLT DEEP ENOUGH FOR A 2- 13 BOLT THROW J12 10 0 13 0 0 13 10 0 10 DETAIL 'F' DETAILH ATTACH ASTRAGAL THROW BOLT ASTRAGAL. THROW BOLTS ncren 'F' STRIKE PLA TEE TO FRAME DETAIL 'C' AT THE THRESHOLD tD a aollog Inz R SEE DETAIL E. SHT. NLNP. D. 1 3m SEE NOTE 60 4 SM. 4 813.584.5831 T. 08 10 0' uc N,T.S. a MI. Tim K. fir: RW r.4 MW 5-2151 ar 5 or a 6 N N m SHT. MANUFACTURER SEE DETAIL ( _ F" SHT. 5 __--.._ . I AST, _ 6• 3 6. 6- --I J" I I _ I I I 13 I- SEE NOTE - _' 13 i TYP _ 3 SHT. 4 SEE NOTE TYP - SEE NOTE - SEE DETAIL n 3 SKF• 4 6 SHT. 4 Y" SHT. 5 - n13 TYP.SEE DETAIL - G' SHT. 5 13 - - SEE DETAIL SEE DETAIL TYP• In E' SHT. 5 W. SHT. 5 TYP. SEE DETAIL -K' , M, -K- TYP. r • M" 0 SEE NOTE 'C' SHT. 5 14 ' _ 14 t a _ 4 SHT. 4 TYP 14 TYP. TYP. . M I -- I-- 6" 3' —i --.- 6' --I i-- J 6' 6' 6. _ 3' SEE NOTE 3• 6_ 6 14 4 SHT. 4 TYPME SINGLE QOQ W/SIDELITES nnualF DOOR 453' GLASS I BRE 1—.463' CLASS BITE EXTERI!O 25 1/8" TEMPERED CLASS Q. • i1 25' AIR O n SPACE0 ., O i 1/8' TEMPERED C 1 H GLASS IWFERIOB v1 36 6 c 41 a SE NOTE 1 25' STEEL INTERCEPT SHT. 4 SPACER g' INSULATED 7CM LITE _ RA GLASS W CLAZING DETAIL J _1/8' TEMPERED O o•. GLASS Q 40 25' AIR Q• o SPACE 4" ° 19 .a. Z 1/8' TEMPERED g cuk 41 ^ INTERIOR 36 SE NOTE W) 9 6 1 SHT. 4 D a .25" STEEL INTERCEPT SPACER S' ING LaTEDCLASS W/ RTS LITE FRAME GLAZINf DETAIL W o 0 Q O= LA1 OWO 000 3 03 co 2 a j;jt 1p it - wL, 4.563' n32Z I r in in 2 21 WOOD FRAME 3 FINGER JOINTED PONDEROSA PINE 28 IL 097' 4 x 4 STEEL DOOR HINGE N O 1.845. -- t•— 1.284' —1 S aaaawaaaa 1.232 PLASTIC Lip-19Ei::.. 1111.. :11 l- 1 :; :'I :` e• 1 f, j( jj:t' r.'.fl: 1 V E'11.1vi1J gat\• . 11` '.\\L+ . 11.J ll,L S T EKE) F . L 1" FC TOP RAIL WOOD COMPOSITE f•— 1.077' -- 1.531' rmr+ rtc a+ Au+C IDF STILE FINGER JOINTED PONDEROSA PINE 1.264' T N P. H z 0I—1.531'-I FC LATCH SIDE SDI F COMPOSRE 11. 1: i.11:1 r r. ,.255' T- 1 77 N _ n O i FC. WOOD HINGE 51017__ sm 5.75 T 1 4 7O FC. BOTTOM RAIL In SFI F ADJUSTING cA OLE THRESHOLD t 9 WOOD COMPOSITE .qr NUM 9NYL A95' WALL Al ll_M. 080' THK. WA" VINYL TYP. a S 80TTOM RAIL e t 1 W000 COMPOSITE v! 4 I-- 2.375' csa,t TU 30 WOOD LOCK BLOCK FINGER JOINTED PONDEROSA PINE eoMsuu xts a 0 t 3.664.363 t wfc 08Z 10 0 N.T.S oaa ar: 7JH ax Iv RW OPAWING W 5-2151 7 a 8y,¢7 IIT1-r74.Yd'71 i•P r• r: +'+ 7•fT'1'• rIC is if$•.Z'. . ,- ,- ..r .r-.tt 0 017+: 1E71,I>ill'-7''•1''1' i +.: rr F.+_y r 5:71 t.a!tic'-3i IF71T7'r:a':I-'Li1 1 1•'1 T':ri r•7 11 a'•71'•—Il:l7•1:i1) 0 Ij.r' r •s. (; .'•':i la fir® Qom. r!• :•• .pr a - . . r KM-- Ei1oL'affiNJ•1!•iL 3!1'_"i:1<{I::::Q15= •;ra: ::!:,yJ L 7I4« ;F Inrlalt: iS^91:••'•i'i:;•:'1•::7>tJt0 I C /=7•'7t"ifT In1=7>ZIC'17 FM ijn7l;(r7/`]IICF Inldr7l>T'I3a: FoMAr ur z FME j 3g %E Il>I 7i .j::^:`oniR[•T)tiFS1YJ r .r r.• PTA r Q+1 9• mrtarrm •.: rly y a nor r— L 38 '^• SS TOP RAIL WOOD COMPOSITE 592' eo mN O— 179' Mp IP FOAM CELL CORE W NYL JACKET 3' in 579' co O7 .1751' —i f PRESSfON WEATHERSTRIP BY THERMA-TRV FOAM CELL CORE W/VINYL JACKET DRILL TRU FOR 357' DIA. ASTRAGAL DRILL TRV FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WjNpjAmBER II WR687 STRIKE PLATE 31 elru clnc IMF ('OMPOSITE hm m 26 sS WOOD HINGE SIDE STILE ASTRAGAL HAS n (2) 8.0" N BOLTS O BOTTOM N 1 BOLTS O 70P 1.767" 24 VANDJAMBER II WR68T ASTRAGAI (ALUMINUM 052' WA 1 TYP.) aSTReO RETAIA jLj' ( , y? 'r;'f r•1 '. ' •.11y' MATERIAL: C/R ROli II JL 1 ...1 k YELLOW CH OMA f, I ; 1: lit' 1'I.V .• ' r N 0 00 Q ZOQ = pp N 0co f\ gGo a 813.664.3831 er, TJH or. RW No .0. 5-2151 8 a-1 JUN-21-2002 09-52 MILESTONE WINDOWS 407 323 9729 P.e2 S Plbli(a F.cc ers Ir.e atio al,I c June 21, 2002 Alan Plante, Chief Plans Examiner Orange County Building Division Administration Building, 1st Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 407) 836-5760 RE: Florida Extruders Fenestration MasterFile Update Mr. Plante, This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Masterfile. Based upon the discussions at the Mid -Florida Home Builders Association's meeting at their offices on 3une 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of "1X Buck" thickness nomenclature used on installation drawings. Builders/Installers when pulling permits for Florida Extruders windows will have to include this letter with the Installation details. Florida Extruders requests the Orange County Building Division to file this letter against the Masterfile Numbers and Installation Drawings Identified on the attached listing. Based upon a review of the signed and sealed engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion Installation drawings, the thickness of the buck in non-structural applications (i.e., buck thickness less than 1 'h") does not influence the lateral resistance capacity of the concrete screw (i.e. Tapcbn)_ Therefore, buck thicknesses less than 1 'h" are acceptable as non-structural attachments when the window, door or mullion is installed using a 3/16" concrete screw with a minimum embedment on 1 'k". Concrete Masonry Units should have a wall thickness of 1 Y4' and a- precast sill's thickness will exceed 1 VAS. The drawings clearly delineate the requirement that a minimum embedment depth of 1 'i4' must be maintained by the installer. It is up to -the installer to use the appropriate length concrete screw so as to maintain the required minimum embedment on i 'A'. Therefore, for Florida. Extruder installation drawings where a non- structural buck is used, nomenclature such as "1X buck by others" or similar statements shall be construed to mean that a buck thickness of less than 1 "A" is acceptable. The definition of a non-structural buck is based on Sechon 1707.4..4-2 of the Florida Building Code. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3337 JUN-21-2002 09:52 MILESTONE WINDOWS 407 323 9729 P.03 The attached table lists all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Any questions should be addressed to the undersigned. Thank you. Regards, Robert J. Amoruso, PE ramoruso.ip floridaextruders com Florida PE License No. 49752 Florida Extruders Intemational, Inc_ Certificate of Authorization No. 9235 Cc: Earl Moore/FE1 File PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section G1G15-23,001, FA-C. A rubber stamp seal eras -also applied to facilitate reproduction for Orange County 6uilding Division Masterfile scanning. File: ZW2-LTR. RlA-0p9 11111I1111I,1 J. FICglGso KYAR r Z/ 2540 7,swett Lane, Sanford, FL 32711-1600 . (407) 323-3300 • Fax (407) 322-3337 2 7i