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HomeMy WebLinkAbout145 Wheatfield Cir 06-486 New SFH (2)PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER _ PROPERTY 010)0)Rx PHONE NUMBER SUBDIVISION PERMIT # C ' `D ——\ D DATE Maronda Homes n 1101 N Keller Rd., Ste F _ PERMIT DESCRIPTION 1 Orlando, FL 32810 407-475-9112 _ PERMIT VALUATION CRC 058496 SQUARE FOOTAGE ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE G N O d City of Sanford Certificate of Occupancy ISSUED PARCEL NUMBER PROPERTY ADDRESS PROPERTY ZONING OWNER CONTRACTOR May 15, 2007 32.19.31.518.0000.0200 145 Wheatfield Circle PUD Maronda Homes Maronda Homes PERMIT NUMBER 06-486 DESCRIPTION OF WORK New Single Family Residence CONSTRUCTION TYPE . Concrete Block OCCUPANCY USE GROUP. n/a OCCUPANT LOAD n/a SPECIAL CONDITIONS. none In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. Approved, Building official BP210001 CITY OF SANFORD 5/15/07 Application Miscellaneous Information Maintenance 14:29:13 Application number . . . . . 06-00000486 Parcel Number . . . . . . . 32.19.31.518-0000-0200 Address . . . . . . . . . . 145 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 11/16/05 Y 1 STORY/2 BATH noc exp 9/15/06 HISB 2/08/07 0208/07--last extention to be given HISB 2/13/07 Y NOC ON FILE, EXPIRES ON 01/17/08 HISB 5/02/07 Y final f/s on file HISB 5/07/07 Y co sign off: HISB 5/07/07 Y P&Z: MR 05/15/07 PW; HISB 5/07/07 Y MW 05.07.07 HISB 5/07/07 Y Util: RB .05.07.07 Bottom F3=Exit F6=Add F12=Cancel SMITH DRAFTING & SURVEYING, INC. P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 7344248 ar / Z 3 , 20V To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot ZO ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. peyrYA4 4 105 - -7 -703 P aka: 145 .i Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. yy Respectfully; o Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3 736 rru.s..cEnARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE I E,oireM1660 0008 ebruary 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name Policy Niuitber A o S A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Nttm r CitL State ZIP Code J.5wF02o Go2 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LO T ZO - CEL ER Y 4A/iE5 AHA_:sE I A • Am r Boo• 6 4 PA6ES A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) JiNccc Fi+ri>'siA6NTA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood Insurance. AT Building Diagram Number A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq It a) Square footage of attached garage _,!AQQ t sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade NA walls within 1.0 fool above adjacent grade Q_ c) Total net area of flood openings in A8.b 4eZ9 sq in c) Total net area of flood openings in A9.b t_ sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name I B3. State Girt oG A/FD.PO /Z0299- - cljF 7 NOL6 G'GrJNT% GO'e/A B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood 59. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 2//7C0065 rE' AAr. /7, /995 AP.QiL 17, /99S `X' '`1 A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. FIS Profile FIRM Community Determined Other (Describe) 12111. Indicate elevation datum used for BFE In Item B9: ® NGVD 1929 NAVD 1988 Other (Describe) E112. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®No Designation Date _ CBRS OPA SFCTIC)N C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' Building Under Construction* tR Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized SSCP Vertical Datum ,V4vo11z9 Conversion/Comrrlents V.14_ Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)- 2_ 2 feet meters (Puerto Rico only) b) Top of the next higher floor q feet meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) 16 feel meters (Puerto Rico only) d) Attached garage (top of slab) Z/.61 C9 feet meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 9 feet meters (Puerto Rico only) Describe type of equipment in Comments) (N/Coocssaa I) Lowest adjacent (finished) grade (LAG) Z /_ 0 feet meters (Pu2rio Rico only) g) Highest adjacent (finished) grade (HAG) Z/. 6 feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. l certify (hat the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form Ce u,_e PLACE SEAL I;F:IlE FEMA Form 81-31, February 2006 See reverse side for cnniinuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance t;ompany use. Building Street Address (including Apt.. Unit. Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number City State ZIP Code 1'. Company NAIL Number I1n L02/oA 3,0771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature Date Check here if attachments SECTION E=13UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Tones AO and A (without BFE), complete Items El-E5. If the Certificate Is intended to support a LOMA or LOMR-F request, complete Sections A.B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E 1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawl space, or enclosure) Is feel meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building Is feet meters above or below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A. B. and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone v Comments Check here tf attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A. B. C (or E). and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used In Items G8. and G9. G1. [j The Information In Section C was taken from other documentetlon that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate'the source and dale of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. The following Information (Items G4.-G9.) is proved for community floodplain management purposes. G4. Permit Number G5. Dale Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: - feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Offrciars Name Title Community Name Telephone Signature Date Comments Check here it attachments FEMA Form 81-31. February 2006 Replaces all previous editions Permit #: O &c46 Job Address: J'' ^ Description of Work: W' Historic District: CITY OF SANFORD PERMIT APPLICATION J Date: 0 3 ! 28 1O 7 Zoning: Value of Work: S e;cb , C C Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service —# of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential _L 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 _X Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: — —M - l — UCX-:-,C — U `o(C O (Attach Proof of Ownership & Legal Description) Owners Name & Address: A hooe: SeContractorName &/Address: S k \ LAC, k < < s `XCJ Fi State License Number: Phone & Fax: %.&_Q Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: 10S1A Contact Person: Phone: Phone: Fa:: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be f d in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, swe agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, F 13. Signature of Owner/Agent Date Signature of Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: Contractor/Agent's Name n Date Date Contractor/Agent is _ Personally Known to Me or Produced ID Initial & Date) r Utilities: FD: nitial & Date) (Initial & Date) Notes Houma a 61RIMIMEMENl1ERMIM a c 00A W IA N IL ri M O W -JWUIli H N Voz W a ae W LLJ oc a3i- J+Oz OV QLn Wfo+a n v aa, a NNYWE WMMi CLERK W CIRCUIT CQ W MON(I.E COUNTY BK @6557 Pq 16781 Upg) CLERKS S 0 09#7QI"5a29 RECORDED 01/17/2N87 le14%25 PN RECORDING FEES 10.00 RIMMI)IMD BY T Kloke NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 20 145 Wheatfield Circle : Subdivision: Celery Lakes Ph 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road Suite 1500 Altamonte Springs FL 32714 Name and address) SURETY onding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1at St., Sanford FL 32771 Fax: 407-330 5062 Phone: (407)322 9484 In addition to himself, Owner designates ( Name and address) or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement ain The expiration date is 1 year from the date of recording unless a differ to i sp ifie ) DOMINICK DONATO Maronda Homes, Inc. of Florida Vice President GtHnFItU LUNY Sworn to and subscribed before me this 111" day of January, 2007 Imn, .' t "ov-13i" , ro t,f Poe,, o ERICA HEWETT 100 461985MYCOMMISSIONAugust14, 2009EXPIRES: es BoMed lhru Budgd Nol'ry EOF fY MARYANNE MORSE CLERK OF CIRCUIT COURT MIM11NTY. FLORIDAYr,_Fpv AN 1 7 2007 National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 INTERNATIONAL Phone: 703/931-2187 Fax: 703/931-6505 CODE COUNCIL,. website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(cDnisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARED Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data anq test reports submitted by the applicant in its application requesting this report. NoindependenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, eitherexpressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. rage i or z Re Dort No. NER-617 Page 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARED Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, WAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report, 110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12. 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CARE® Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building Code"', and the 1998 International ,One- and Two- Family Dwelling Code subject to the following conditions: HomeMaron& s 955 Keller Road, Suite 1500 • Altamonte Springs, Florida 32714.407-475-9112 • Fax 407-475-9115 May 25, 2006 City of Sanford 300 N. Park Ave. Sanford, FL 32771 To Whom It May Concern: RECEIVED MAY 2 6 2006 This letter is in reference to Permit # 06-486 issued to Maronda Homes for property address 145 Wheatfield Circle. The permit was issued on November 16, 2005 and we have not started construction on this single family residence due to the decrease in our sales. The construction on this SFR is scheduled to begin within the next few weeks. Attached is the $15.00 permit renewal fee for Permit # 06-486. Please renew the permit for 6 months and we will call for our first inspection as soon as possible. If you have any questions or concerns, please contact me at (407) 659-3719. Sincerely, Russell Keith Summers Vice President of Construction Maronda Homes, Inc. of FL COUNTY OF SEMINOLE a - IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD d STATEMENT NUMBER 105-77039 DATE: BUILDING PERMIT NUMBER: LI5kO (CITY) UNIT ADDRESS: U ,ori.` f ,,1 r) TRAFFIC ZI!9-. ` JURISDIC N : 06 SEC: TWP• RNG: SUBDIVISION: relloi-U 14 # f3 PLAT BOOK: P-9AT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: COUNTY NUMBER: CITY OF SANFORD PARCEL: TRACT: BLOCK: LOT: j LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit 9 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit 9 142.00 1 9 142.00 LIBRARY CO -WIDE 0 dwl unit 9 54.00 1 S 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 9 1,384.00 AMOUNT DUE 9 2,285.00 STATEMENT / ULRECEIVEDBY: ) SIGNATURE PLE S9 PRYNT NAME) DATE...— NOTE TO RECEIVING SIGNATORY/APPLICANT: tAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION RECEIVED Permit # : O V ` U \Q Date: AUGUST 22, 2005 SEP Job Address: 145 WHEATFIELD CIRCLE LOT 20 CELERY LAKES PHASE 3 l 3 2005.. Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2.288 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407-475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte SDrines, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. h L A 822/05uaturefOwngentDate Russell Keith Summers Print Owner/Agent's Name Sign turk of I ry-State of Florida,... Ate JE NINE FULLERTOIv aComm# DD0460464 Expires U1012009 Bonded thru (800)432 4254: Florida Notary Assn. Inc Owner/ Agent is _X_ Personally Known to Me or 822/ 05 Sr atu of Cont for/Agent Date Russell Keith Summers Print Contractor/Agent's Name Si natu t=-Staite of Florida Date JEANNINE FULLERTOIv Comma DD0460464 Expires 8/10/2009 Bonded thru (800)432 4254: G ; naW Florida Notary Assn.. Inc Contractor/ Agent is _X_ Personally Known to Me or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initial & Date) (Initial & Date) Special Conditions: Utilities: FD: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION AUG 2 2 2005Permit #: Date: Job Address: W1164Tl'1E40 CIA— LOT ;2ZO 4GET-_1 G OA&eS P11 7 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS /50 _ 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 X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address. Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: DANIEL G. PUGLISI 4005 MARONDA WAY SANFORD, FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this pennit, 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 pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. AUG 2 2 2005 AUG 2 2 2005 Vt ner/Agent Date ature ontractor/Agent Date Rus. ISummers D IEL G. PUGLISI Print Owner/ 71^ gent's Name rint Contractor/A eni's Name 1 AUG 2 2 2005 Al 162 Si azure Nota -State 9 f,FJWjda.....Date A iNIN FULLERTON v.• Comm# OD0460464 q`~ ' Zl¢f;? Expires 8/10/2009 thru (800)432-4254: ti,.• i3ondad FlonPa Notary Assn., Inc Owner/ Agent is _X_ Personally Known to Me or Produced ID Si aturc Lary -St a of Florida Date FULLERTOI Comm# DD0460464 off Expires a/10/2009 onded thru (800)432-4254: a; r .. Florida Notary Assn., Inc I........................... Contractor/ Agent is X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: 2 2005 Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : - Date: AUG 2 2 2005 Job Address: 5 W 11aIT7F i 64- LOT AP LPL y /tea A'ES I*W- 3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/ New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone; (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrii county, and there may be additional permits required from other governmental entities Acceptance of permit is verification that 1 will notify the owner of the property 4 At IS 2 2 ZOOS tgnature of wrier/A ent Date Russell Keith Summers Print Owner/Agent's Name UP 2 2 2005 S natu .c Notary I21"aFJAM4..... ilt.4..., JEAN INE FULLERT014 tiF,•; . COnnnX DD0460464 M= Expires 8n0n009 Bonded thru (800)432-4254: Florida Notary Assn.. Inc 3............................................. Owner/ Agent is _X_ Personally Known to Me or Produced ID applicable to this property that may be found in the public records of this as water management districts, state agencies, or federal agencies. of Florida Lien Law, FS 713. AUG 2 2 2005 of Contractor/Agent Date GARY CARMACK CAC043900 Print Contractor/Agent's Name 6 AUG 2 2 2005 tgnatu of t-Stateof Florida , DOA ..... r JEANNINE FULLERTON w, Cornmp OD0460464 Expires ahor2009 Bonded thru (800)432-4254' F; orida NotaryAss ...Inc.. Contractor/ Agent is _X_ Personally Known to Me,or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit #: /] ,Date:Atlrj % 2 2 1 Job Address: 1415 Wf/i!747`tl-7 6Z-2> GP-- LOT OQ Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical _ Plumbing _X_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that l will notify the owner of the property of the requirements of Florida Lien Law, FS 713. fAUG.2 2 200 AUG Z 2 2005 gnat of Ow r/Agent Date Signat of ontractor/Agent Date Russell Keith Summers JULIA CREESE CFC1426702 Print Otvnet74 ew,&44ar12e Print Contractor/Agent's Name 2 2 2005 S natu o ota rate of Florida Date s• •• JE NNIN •FU LERTOiv..• r V i r'•.: Gomm# DD0460484 • Cxpires 8/102009 A` Bonded thru (800)432.4254: Florida Notary Assn., Inc i Owner/Agent is _X_ Personally Known to Me or Produced ID 2 2 2005 nature f Notary — ye of Florida Date JC; .E•FUL LERTOiv Comm# D00480484 j ` c C,cpues OI1012009 Bonded thru (8O0N32-4254; r`4+?rt Florida Notary As •;. .j ContractP X"gen"iis _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Llaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 20, 145 WHEATFIELD DRIVE at CELERY LAKES PHASE 3. RUSSELILJKEITURC058496 MARONDA HO 0 S JNC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 22ND day of AUGUST, 2005 by RUSSELL KEITH, UMMERS who is personally known to me. PUBLI I........ JEANNINE FULLERTON 1F pry Comm# D00460484 Expires 8/10/2009 ` 1iF d `S Bonded thru (800)432-4254: orA`,.,•..., Florida Notary Assn., Inc a 0 oo L6LLnN LL,W4M O W J O Z+ N1C7 LY LU Q 0ceU) zWUj t` Z,,Z O Z O Y a W Q m naj a MDRYANNE W)RSEt CLERIC OF CIRCUIT COURT SEMINOLE COUNTY BR 05905 F G 1355 CLERRI S It 2005159207 REfIffi[ I) 0S15711A PH REC MDINf FOES 10- 00 RECORDED BY t holden NOTICE OF COMAAENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY F SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 20 145 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH.3 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs FL 32714 Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA. 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1st St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates or provided in Section 713.13(2), (b), Florida Statutes. to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) RUSS LL EI SUOAERS Maronda Ho nc. of Florida Vice President - Construction Sworn topnd subscribed before me this 22ND day of AUGUST, 2005. lic LLERTON ••,' r q INE••, COMMU DD0460464 a Expires 8/1012009 thru (800)432-4254Bonded Assn., IncFloridaNotary ,. 3................................ By CERTIFIED COPY MARYANNE MORSE CLER ;f ICIRCUIT COURT EMINa QOUNTY, FLORIDA CLERK CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 20 Subdivision: CELERY LAKES PH.3 Property Address: 145 WHEATFIELD CIR El 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. X h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. E 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other r DATE: MONDAY, AUGUST 22, 2005 SIGNATURE: 1 By Owner r Aut J ized Agent) Legend of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Big. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. : Point of Tangency Centerline Cetc. . Calculated Fnd. : Found P.I. Point of Intersection R Radius Right-of-way Line C.B. : Concrete Block Gov't.: Government P.L.S. : Professional Land Surveyor R.L.S.: Registered Lend Surveyor Overhead Utility Line Ch. : Chord L.B. : Licensed Business P.O B. : Point of Beginning RAN Rightaf-way Easement Lino Conc : Concrete O.R. : Official Records P.O C. Point of Commencement Sec. Section A : Central Angle Cons[ : Construction Pev'L Pavement P.R.C. : Point of Reverse Curve SR Septic Tank ARC Arc Length cis : Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elov. Elevation P.C.C.: Point of Compourd Curve P.S.I. : Point of Street Intersection W/ :With ttatRV IC .01 Boundary Survey; \ WA I ;r ate •.... , -- t Za n[v 8W"4Df 000 ~Poo ^ArAo ''TI -Aw.%aWA:i 40 OLS CA[o Z4 4 I I 7A•'.Sca/ 2tJa- I s "acars fh e rKNo . _./FooTEr2 Q z Zly',I p VA61 I ii 2L NGTK f >' 1 0 F U ig uoG Q Q u Q Q= 4 , H > LL n r3 •'*' ` E osB,.r6.uT 3" I p r 3 T. . 64x FiVO• iQ6 G1G1 ` -. s . 0 f+M• s ~.QL.tLio Q I P cf a 2 Y14 ..— D olo ! 'rE`ro. ` ..ram %'cs GP2 H4 ff— WAe filo..dtYa TiMSL3-2}!4; f .00 7'1bAA- IIJt; r PC, sEst `E EAoe UE'5G'/ 1/PT/ON Lo7- ZQ j CEGE,eY L.+s«S /i'fiOSE j .S+uemo/d/.s/a f1 oROiN6 T /sop /. 7eA7-,dos- 04i*aes Of rSE.+l if o.G6 t!ov.TY, /Q-ZW4!:0. CERTiRED TO: — y - } _ I hereby certily that this map depicts a survey performed under my bupervi- lion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards gel forth by the Florida Board of Professional Land Surveyors in Chapter 611317.6. Florida Administrative Code, pursuant to Section 472.027, Florida Slalutes. SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL StanW E. Smith 386) 734. 7047 (386) 789-2855 slered Land Surveyor DRAWN BY: 3--- REVISIONS: Certificate Number 3736 CREW CHIEF: A -IV. (Q/JEm_la NOT VALID UNLESS SEAL IS EMBOSSED SCALE- i_ 2O Note: No instruments of record reflecting easements, limitations, owner - DATE: ships, reservations, restrictions and/or right-of-ways, if any, have been pro- sEOT MBI e /i 2D05 v'dad to this surveyor, except as shown. No underground installations or Wolf C utililies have been located, except as shown. FORM 60OA-2004R EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ARLINGTON 413DR Builder: Maronda Homes Inc. of Florida Address: 14S Wb,t q%-cAck GC. Permitting Office: City of ,Sc y6rci City, State: So`tnki CA , Z.. ICE Permit Number: Owner: ELECTRIC 0 Jurisdiction Number: Climate Zone: Central I. New construction or existing New 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 4. Number of Bedrooms 4 5. Is this a worst case? Yes 6. Conditioned floor area (ft) 1877 ft1 7. Glass typel and area: (Label read. by 13-104.4.5 if not default) a. U-factor. Description Area or Single or Double DEFAULT) 7a(Sngle Default) 196.0 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 196.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ft' b. Frame, Steel, Adjacent R=11.0, 196.0 ft' c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2085.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump Cap: 42.5 kBtu/hr _ SEER: 13.00 Cap: 42.5 kBtu/hr - HSPF 7 90 b. N/A REV 1EW ED C. Ns pNFOFM - 14. I r S stems OF - a. Electric Resistance Cap: 50.0 gallons - EF: 0.90 b. N/A c. Conservation credits _ HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits PT, - CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 24049 PASSTotalbasepoints: 24698 I hereby certify that the plans and sp overe this calculation are in compliance a FI ' a rgy Code. PREPARED BY: DATE: I hereby certify that thi>buildiip , s ign s ' compliance with the Florida Energ OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) DEC 0 7 2006 FORM 60OA-2004R EnergyGauge® 4.5 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 Ornt Len Hgt Area X SPM X SOF = Points 18 1877.0 24.35 8227.0 1.Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1759.0 2.Single, Clear SE 1.0 8.0 40.0 61.07 1.00 2432.0 3.Single, Clear SE 1.0 6.0 16.0 61.07 0.97 943.0 4.Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.0 5.Single, Clear NW 1.0 8.0 15.0 40.72 0.99 606.0 6.Single, Clear SE 1.0 6.0 5.0 61.07 0.97 294.0 7.Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.0 8.Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.0 9.Single, Clear SE 1.0 6.0 40.0 61.07 0.97 2359.0 As -Built Total: 196.0 10736.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 1. Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8 Exterior 1132.0 1.90 2150.8 2. Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1531.8 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 1.Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 2.Adjacent Wood 18.0• 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1877.0 2.13 3998.0 1. Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1877.0 3998.0 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 198.0(p) 31.8 6296.4 1. Slab -On -Grade Edge Insulation 0.0 198.0(p. 31.90 6316.2 Raised 0.0 0.00 0.0 Base Total: 6296.4 As -Built Total: 198.0 6316.2 INFILTRATION Area X BSPM Points Area X SPM = Points 1877.0 14.31 26859.9 1877.0 14.31 26859.9 EnergyGauge® DCA Form 60OA-2004R EnergyGauge@/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,,_ PERMIT #: BASE AS -BUILT Summer Base Points: 35201.3 Summer As -Built Points: 38830.3 Total Summer X System Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Central Unit 42500btuh ,SEER/EFF(13.0) Ducts:Unc(S),Con(R),IngAH),R6.0(INS) 38830 1.00 1.08 x 1.150 x 0.85) 0.260 0.950 10175.4 35201.3 0.3250 11440.4 38830.3 1.00 1.061 0.260 0.950 10175.4 EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge@/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1877.0 9.11 3078.0 1.Single, Clear SW 1.0 6.0 32.0' 11.59 1.01 374.0 Mingle, Clear SE 1.0 8.0 40.0 10.59 1.01 428.0 3.Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.0 4.Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.0 5.Single, Clear NW 1.0 8.0 15.0 14.97 1.00 224.0 6.Single, Clear SE 1.0 6.0 5.0 10.59 1.02 54.0 7.Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.0 8.Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.0 9.Single, Clear SE 1.0 6.0 40.0 10.59 1.02 432.0 As -Built Total: 196.0 2342.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 1. Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3 Exterior 1132.0 2.00 2264.0 2. Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4250.9 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 1.Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 2.Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1877.0 0.64 1201.3 1. Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1877.0 1201.3 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 198.0(p) 1.9 376.2 1. Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: 376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM Points Area X WPM = Points 1877.0 0.28 525.6 1877.0 -0.28 525.6 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 6168.3 Winter As -Built Points: 8584.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Polnts) DM x DSM x AHU) sys 1: Electric Heat Pump 42500 btuh ,EFF(7.9) Ducts: Unc(S),Con(R),Int(AH),R6.0 8584.4 1.000 1.068 x 1.160 x 0.87)0.432 0.950 3814.9 6168.3 0.5540 3417.2 8584.4 1.00 1.083 0.432 0.950 3814.9 EnergyGaugeT" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGaugeO 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 11440 3417 9840 24698 1 10175 3815 10059 24049 1. PASS EnergyGaugeT" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS:... PERMIT #: I 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 wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous Infiltration barrier Is installed that Is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and Installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 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. EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.5 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1877 ft' - c. N/A 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor. Description Area 13. Heating systems or Single or Double DEFAULT) 7a(Sngle Default) 196.0 ft' _ a. Electric Heat Pump b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 196.0 ft' _ b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.1, 1132.0 fl' - b. Frame, Steel, Adjacent R=11.0, 196.0 ft' _ b. N/A c. N/A d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 ft' - 15. HVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft - MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. a new E isplay Card will be completed based on installed Code compli a es. Builder Signature: Date: 0\-\-0-1 Address of New Home: do' City/FL Zip: Cap: 42.5 kBtu/hr - SEER: 13.00 Cap: 42.5 kBtuft - HSPF: 7.90 Cap: 50.0 gallons - EF: 0.90 PT' - yo4 sxB sr,T° II NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPADOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass type and area see Summer & Winter Glass out ut on ages 2&4. nergyGauge® (Version: Fr RCA v4.5) Project Summary Date: ARLINGTON 4 BDR Wrtghtsoft- Rr rlMt anlu Entire House By: G.CARMACK MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321-0064 For: ARLINGTON 4 BDR Notes: aEY !WED PLANS . FORD C1 T., OF SA Design Information Weather: Orlando, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative Humidity 50 Moisture difference 44 gr/lb Heating Summary Structure 20795 Btuh Ducts 3438 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 24233 Btuh Infiltration Method Construction quality Fireplaces Area (ft2) Volume (W) Air changes/hour Equiv. AVF (cfm) Simplified Average 0 He 18 g Co 1187g 15016 15016 0.38 0.20 95 50 Heating Equipment Summary Make TEMPSTAR Trade HEAT PUMP Model N2H342AKA Efficiency 7.9 HSPF Heating input Heating output 0 Btuh @ 47°F Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0.000 cfm/Btuh Static pressure 0.60 in H2O Space thermostat Sensible Cooling Equipment Load Sizing Structure 22785 Btuh Ducts 9160 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swin multiplier 0.98 Equipmen? sensible load 31305 Btuh Latent Cooling Equipment Load Sizing Structure 2880 Btuh Ducts 1797 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 4677 Btuh Equipment total load 35982 Btuh Req. total capacity at 0.77 SHR 3.4 ton Cooling Equipment Summary Make TEMPSTAR Trade HEAT PUMP Cond N2H342AKA Coil FEM2X4200 Efficiency 13 SEER Sensible cooling 32725 Btuh Latent cooling 9775 Btuh Total cooling 42500 Btuh Actual air flow 1270 cfm Air flow factor 0.040 cfm/Btuh Static pressure 0.60 in H2O Load sensible heat ratio 0.87 Bolatalic values have been manually ovenddden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. t wr1ghtsoft Right -Suite Residential 6.0 90 RSR21115 2006-Dec-0610:33:51 C:\Documents and Settings%gcannack\DesktopXManual J Calcs 2006\Manual J Calcs 2006\ORLANDO%ARLINGTO Page 1 wrightsoft- Building Analysis awrum dwee Entire House MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321-0064 For: Location: Orlando, FL, US Elevation: 105 ft Latitude: 280N Outdoor: Dry bulb (°FkF) DailyrangeWet bulb (° Wind speed mph) ARLINGTON 4 BDR Job: ARLINGTON 4 BDR Date: By: G.CARMACK Indoor: Heating Indoor temperature (°F) 70 Design TD (°F) 28 Relative humidity (%) 30 Heating Cooling Moisture difference (gr/lb) 1.1 42 93 Infiltration: 19 ( M) Method Simplified 76 Construction quality Average 15. 0 7.5 Fireplaces 0 Component Btuh/ft2 Btuh of load Walls 3.4 4913 20.3 Glazing 35.6 2667 11.0 Doors 0.0 0 0.0 Ceilings 1.4 2769 11.4 Floors 11.4 7529 31.1 Infiltration 1.9 2918 12.0 Ducts 3438 14.2 Piping 0 0.0 Humidification 0 0.0 Ventilation 0 0.0 Adjustments 0 Total 1 1 24233 100.0 Component Btuh/ft2 Btuh of load Walls 2.4 3483 10.9 Glazing 88.2 6614 20.7 Doors 0.0 0 0.0 Ceilings 2.6 5290 16.6 Floors 0.0 0 0.0 Infiltration 0.6 987 3.1 Ducts 9160 28.7 Ventilation 0 0.0 Internal gains 6410 20.1 Blower 0 0.0 Adjustments 0 L. Total 1 1 31944 100.0 Overall U-value = 0.152 Btuh/ft2-°F WARNING: window to floor area ratio = 4.0% - less than 5%. Boldrtalk values have been manually overridden Infilhation Cooling 18 50 43. 6 wr1gHtsoft RightSulte Residenlial 6.0.90 RSR21115 2006-Dec-06 10:33:51 ACCA Cmocuments and Set ings\gcamiacklDesktopWanual J Calcs 2006Vutanual J Calcs 2006\ORLANDOWRLINGTO Page 1 Duct System Summary Entire House MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321-0064 Project• • For. ARLINGTON 4 BDR External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.60 in H2O 0.00 in H2O 0.60 in H2O 0.46 / 0.14 in H2O 2.308 in/100ft 1270 cfm 26 ft Supply Branch Detail Table Job: ARLINGTON 4 BDR Date: By: G.CARMACK Cooling 0.60 in H2O 0.00 in H2O 0.60 in H2O 0.46 / 0.14 in H2O 2.308 in/100ft 1270 cfm Name Design Btuh) Htg cfm) Clg cfin) Design FR Diam in) Rect Size (in) Duct Mad Actual Ln (ft) Ftg-Eqv Ln (ft) Trunk FAMILY ROOM h 3136 120 120 4.615 6 xm VIFx 10.0 0.0 stl RITE c 2520 100 100 4.615 6 xm VIFx 10.0 0.0 stl MASTER TOILET c 1556 45 45 2.308 4 x(D VIFx 20.0 0.0 st2 LrrE,rrY h 1816 55 55 4.615 4 xm VIFx 10.0 0.0 Stl L %flNOROOM c 4115 100 100 4.615 6 xm VIFx 10.0 0.0 stl DR41NO ROOM h 3075 85 85 9.231 5 xm VLFx 5.0 0.0 Stl MASTER BATH h 3421 105 105 4.615 5 x(D VIFx 10.0 0.0 st2 MASTER BDR c 3703 200 200 9.231 7 xm V lFx 5.0 0.0 st2 BDR/2 c 2682 105 105 9.231 5 xm V1Fx 5.0 0.0 st2 BATHROOM h 1042 45 45 4.615 4 x(D V1Fx 10.0 0.0 st2 BDR 63 h 4408 190 190 3.077 8 xm V 1Fx 15.0 0.0 st2 BDR A4 c 4429 120 120 2.308 6 1 x(D VUFx 20.0 0.0 Stl Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type cfm) cfm) FR fpm) in) Size (in) Material Trunk stl Peak AVF 580 580 2.308 668 12 0 x 0 VinIFIX st2 Peak AVF 690 690 2.308 647 14 0 x 0 VinlFlx BoUltalle values have bew manually oaorldder Right -Suite Residential 6.0.90 RSK21115 C.Vrolpam Files%WrigbtaaA HVAC\Manual J Calca 200610RLANDOIARLINOTON 4 BDR 13.rrp Cale - MJ8 2006-Dec-09 1729J 8 Plec 1 Name Grill Size (in) Htg cfm) Clg cfin) TEL ft) Design FR Veloc fpm) Diam in) RectSi2e in) Stud/Joist Opening (in) Duct Mad Think rbl Ox0 1270 1270 6.0 2.308 582 18 x0 0 VIFx Right -Suite Residential 6.0.90 RSR2111 S C:\Program Files\Wrightsoft HVAC\Manual J Coles 2006\ORLANDOWRLBJGTON 4 BDR I J.rrp Cale - MJ8 2006-Dec-09 1729:38 Pap 2 National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 INTERNATIONAL Phone:703/931-2187 Fax:703/931-6505 CODECOUNCIL,. website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARED TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(a)_nisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARED Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report NoindependenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, eitherexpressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to merchantability. This report is also subject to the limitation listed herein. Re ort No. NER-617 1aae 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARE@) Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's nametand or trademark and this National Evaluation Service evaluation report number. NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by thecodeofficial, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination a periodic the subterranean termite feeding and tubing near basis. For information on the current status uation of this Gulfport, Mississippi, , comparison of treated and Evaluation Report, consult the NES Product Evallu untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CAREO Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code11999, the 1999 Standard Building Code©, the 1997 Uniform Building Coderl", and the 1998 International One- and Two- Family Dwelling Code subject to 1he following conditions: National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600. Falls Church, Virginia 22041-3401 INTERNATIONAL Phone:703/931-2187 Fax:703/931-6505 CODE COUNCIL,. website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE behveen the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(a)nisus_corp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARE@ Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this reporC NoindependenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, eitherexpressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. rage i or c Paae 2 of 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research 8 Education Center, WAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by thecodeofficial, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination a periodic the subterranean termite feeding and tubing near basis. For information on the current status uation of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evallu untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist. Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CAREO Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTM', and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 145 6CLO2003 20-3 HEATFIELD ORO-6CL ARLK4 LEFT CIR ARLINGTON K 3 & 4 OFFICE This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Re vie ed Truss ID Run Date Drawing Revieyved No. of Eng. 69 Dwgs: Layout 8-5-06 V1 8-5-06 Roof Loads- V 7-27-05 V2 8-5-06 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP D V3 8-5-06 CFGRDI 8-5-06 V4 8-5-06 CFGRD2 8-5-06 V5 8-5-06 F1 8-7-06 V6 8-5-06 Total 43.0 psf G 1 8-5-06 V7 8-5-06 GRD1S 8-5-06 V8 8-5-06 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" HS1 8-5-06 V9 8-5-06 HS2 8-5-06 HS3 8-5-06 REVIEWED SAN F0 R D HS3A 8-5-06 HS4 8-5-06 HS4A 8-5-06 HS5 8-5-06 HS5A 8-5-06 HS6 8-5-06 HS6A 8-5-06 HS7 8-5-06 HS8 8-5-06 HSGRD1 8-5-06 HSGRD2 8-5-06 JS1 8-5-06 JS2 8-5-06 JS3 8-5-06 JS4 8-5-06 JSGRDI 8-5-06 JSGRD2 8-5-06 MH1 8-5-06 MH2 8-5-06 MHSGRDI 8-5-06 MS1 8-5-06 INV # DESC QNTY DATE: DEC 14 2006 S1 8-5-06 18331 THD26 2 S1G 8-5-06 18330 THD28 ST1 8-5-06 18357 SKHH26R ST2 8-5-06 18357 SKHH26L ST1 G 8-5-06 18363 JUS26 22 T1 8-5-06 18370 THJ26 T2S 8-5-06 18336 THD28-2 1 T2SA 8-5-06 SEAT PLA E 1 157 40-0 1fi, _N N CD 4, 1 R 4 PLY HS8 VOLUME CEILING S6I 1- 1 l., Il 1_ Tq OR F OW SPACE T2SAl 0 ST1__ ODD SPACE iiiii.....:. iEi L G1 -GABLE _ _ _ I _ _ - _ - - I L _ _1 G -SCISSOR GABLE j 19-4 6-0 14.8 JOB NUMBER: ARLK DRAWN E: B- W5 CUSTOMER REVERSED PITCK6112 8 4112 01 & V-6' JOB NAME: --- REVERSED K 3 & 4 BDRM BEARING: 8' LOAD:43# This safety alert• symbol: is 'used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you -'see -this symbol. -;BECOME ALERT -"HEED ITS MESSAGE. CAUTION:- "A CAUTION identifies .-safe operating practices_ or indicates unsafe conditions: that could result in personal injury or damage to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES® It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle install and brace metal plate connected wood Trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiortothe project Architect's or Engineer's design specification for handling, installing and bracing woodtrussesfor a particular roof orfloor. These recommendations are based upon the collective experience of leading technical CAUTION: •The builder; building contractor; licensed::. contractor, .erector, 6r ,erection :contracto,rtlS'.'ad- ` r' ` fviSed to-obtainiand.r`ead'.the-.entire.bookIet FC6m-' rnentary''and Recommendations'for'-Handling; .Iri- Bracing' stallingrMetal:Plate:Connected=_Wood Trusses;_ HIB=91`.from•.the-Truss Plate Institute:' s DANGER: A DANGER designates 'a condition where failure to follow instructions or heed warn- ing_ will_most_likely_result_in_:serious personal injury or -death or damage to'structures' WARNING:, A WARNING describes a condition where failure to follow instructions could result in, severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 personnel inthewood truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers• and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION:' Alltemporary bracing should be.no less than 2z4 grade -marked lumber.'All-connections should ! be•made.with minimum of 2=T'6d nails.'AII trusses assumed"2' on -center or'less::All.multi-ply trusses . should:be. connected;.together in•accor- dance. with design drawings prior to installation.' TRUSS STORAGE CAU. TION:'.Trusses should. not be, unloaded on rough.terrain-.oIr uneven'. surfaces :which,. -could,' cause damage to the.truss.'.. ". Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture.gain. untl . Installs= RIJING:':Do':not'br eak banciin I tion tiegins or; Ilft'tiundled trusse's'byth e.bands.' r. - MAR ot-use'.iiam 9. ... ...... Trusses stored vertically should be braced to prevent toppling or tipping. r" .:: DANGER:- k,Do'not 1store':bundIes.upright unless ro' erY l ' :braced. f: i' r` P .. DANGER:' Walking-on:trusses:which care lying flat is eztreniely. dangerous aiid'stiould be strictly I•' ited TM. - Frame 1 A WARNING:.:: Do • not attach cables;':chains; or -WARNING: Do not lift single trusses with spans hooks to,the..web members.--greaterthan 30' by the peak: ; r'• h 60° 60° or less orless\ Tag Approximately ter Approximately Tag Line 1/2 truss length 1/2 truss length Line T uss s ans less than 30' MECHAN•ICAL'. INSTAL•LATION r p - Lifting devices should be connected Spreader Bar to the truss top chord with a closed - loop attachment utilizing materials Toe In Toe In such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Approximately 1/ to r/3 truss length li Spreader Bar Toe In Less than or equal to 60' "Tag Line Approximately . to yh truss length Less than or equal to 60' Tag Line Strongback/ SpreaderBar Toe In At or above mid -height Tag Tag Line Line r Approximately io'/,.truss length Greater than 60' Strongback/ SpreaderBar 10, 1 10, Vito 3/, truss length Greater than 60' i' CAUTION:aTetnpo ary;bracing,shown'r•iti;this summary'sheet,is adequateJoraheanstallation;of ? - r`;.ibusses';,withsimilar'"configu ations:,,Const.ilt' :_registered ,professional •.engineer if 'a :iilfferent,; iairacirig : arrarigemelit is ;desired:TFie'.engineer: imay:design • bra cing_An'-accordance-:with' Recommeilcled.Design Specilication for_Temporaly.Bracing of 'Metal•.Plate Conriectetl:Wood;,,• ; t. ` r' sses•:DSB=89':anii'insolre`casesidetertnine that a widerspacing=is'possitile.`'+"<< -' ;`:'=:'.".a +' GROUND BRACING:BUILDING INTERIOR i 1 t, • T 1,`' ^ I \ 1 ` Ground brace car ( GOV) group_ of trumes TV V,)nd brace (EB)•)•` rl 1, \ r•'• 1, \,1,, Ground brace' lateral ( LBG) \tr Ground brati diagonals ( GOD) Note: 2nd Moor system shall have adequate capacity to support,ground braeea tat floor CAUTION. Gr'oun& GROUND. - BRACING: BUILDING EXTERIOR GBp * Top Chord Typical vertical End Wall Side attachment Plan '\ ; Blocking LP r Chord,GBV - •_{.;y"._ yr. •1 • j Ground Brace `.J I 177 I•'.0.+ .I Verticals(GBV) Ground brace I i % . • . .;'• 41 diagonals ( GBp) fr Ground brace _ I--- vertical ( GBV) _ _•r ir•+' Ground•; . r. •"i• ' brsee ' r •tat trues of bra lateOral ( LB grOYpOf IrUaM End brace ( EB) Strut\' •• /'- Backup ( ST) ground stake Driven Typical horizontal tie member with ground lakes multiple stakes ( HT) acing required. forall'ln'stallati6:ns7;,., Frame 2 a 11 e ,''\ Z l 4 or greater i Top chords that are laterally braced can buckle together and cause collapse H therein no diago- nal bracing. Diagonal bracing ahould be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SPAN • MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOPCHORD DIAGONAL BRACE SPACING (DBS) tr'usses SP /HF U to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 1 7 Over 48' - 60' 4/12 5' 6 1 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. — 10' or Greater Attachment / Required — a` WARNING: Ta'[lure tofollowthese recom:mendation..s could're'sult in severe 'ersonal'in ur or'darrb• e:.to'trusses or'buildins_ i ` r r SPAN MINIMUM.''.', PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONALBRACE ' SPACING.(DBS) trusses] SP DF' SPF HF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace Required si 10' or Greater i . Attachment Required —/ SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. PITCHED TRUSS I 12 5 r— q(q 4. Top chords that are laterally br aced eon buck It, 12=l r!`, /-• . V yh !t togelherand eauseeollapse ifthere isnodiago• 21•' - 4.,•wt •,-,.- Gj not bracing. Diagonal bracing should be nailed i.'C?•.: 0 @''`r•i'••••r= 2, 1• to the underside of the top chord when purhns 3g••,: +% 1_ `45O•:+- :',_ are attached to the lopside of the top chord. SCISSORS TRUSS Frame' 3 12 4 or greater t -- Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. SPAN IJINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) I# trusses) 5PF1HF Up to 32' 1 4/12 1 15, 20 15 Over 32' - 48' 4/12 1 15' 10 7 Over 48' - 60' 4/12 15, 6 4 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce-Pine-Fii All lateral braces lapped at least 2 trusses. I' BOTTOM CHORD PLANE WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. 10 I WEB MEMBER PLANE Cross bracing repeated at each end of the building and at 20' Intervals. Permanent continuous lateral bracing as specified by the - truss engineering. LDS. ' . 50, Frame 4 1 4 fit.`. •Y SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBs) ' trusses SP/DF SPF/HF Up to 32' 30" 1 8'1 16 10 Over 32' - 48' 42" 1 6' 6 4 Over 48' - 60' 48" 1 5' 1 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle together and cause collapse if there is no dlago- naI bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the lopoide of the top chord. Continuous — Top Chord Lateral Brace Required I J I I I 10' or Greateri I y, Attachment Required — J i spiwPloc r r t / j /// 1//:. Heys f, . , "AII_li3ieial >•,'' .; r / - Z of /J. Maces lapped T.` at,least.two.t ; trusses: = 450Theend diagonal brace _ for cantilevered End diagonals are essential for i trusses must be stability and must be duplicateil.on placed on vertical both ends of the truss system. webs in line with the support. 30' or greater WARNING: Failuee'td,fdllowthe`se recommendations:c'ould result ih. i k-r: `'iGis'r--.'r.-. ': ?:_:'7: :L4i .•S • t.,. ••'0ni.,..i `•k r' • :fi] . .:a severe• • ersc -lri'u` lor.:dama9e'to't tisses'o"'liuildin `s.;t fr ' 4x2 PARALLEL CHORD TRUSS:TOP CHORD Top chords that a re later ally braced ran buck le log ether and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed . to the underside of the top chord when purlins ' are attached to the topside of the top chord. 15 3 0 r (DBS) rt,sses 1 / z o-C. Continuous Top'Choid Lateral Brace Required 10' or Greater i I `' Attachment Required i.,. •L:;' ;All lateral`;• ,\ TS . ;i.:,`-. ,,(,'.. . reces.lapped 1•ty_ t•,-.•; '<atleast twf ",.;v;,4,:;3 _,•'. - '/ J1rU`sses:,;, End diagonals are essential for. stability and must be duplicated both ends of the truss system. Frame.5 Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MIIJIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) trusses] SP/DF I SPF/HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 1 3!12 7' 10 6 Over 42' - 54' 1 3/12 6' 6 4 Over 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine c HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buelrle l ogel her and cause collapse if there is nod iago, nalbracing Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS PLUMB I I I Truss 1 Depth D(in) ti° , yy •2$ 12 7greater 9' 1 i/ Cc La Re WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Lesser of D/50 or 2" All lateral braces lapped at least 2 trusses. INSTALLATION TOLERANCES BOW Length L(in) TLesser of 1/4" 1' ±y; L/200 or 2" D(in) 12" 24" 1 '2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1.1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' Maximum Plumb Misplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. 1 T y,r, L(in) L(in) U200 L(h) 50" 1 4" 4.2' 100" 112" 8.3' 150" 3/4" 12.5. L(in) Lesser of L/200 or 2" L(in) L/200 L(11) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-112" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses. Frame 6 v • l 1V aronda Systems MARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321-0064 Fax (407) 321.3913 Date: November 1, 2006 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley trusses labeled V-1 through 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. Sincerely, Tomas Ponce, P.E. Date: 111110f, Job: MARONDA SYSTEMS Customer:- WO:VALLEY SET TI:V•; Qty:l DESIGN INFORMATION TOP CHORDS: 2X4 SP 12 ___2x4'TMSVME_RACING EU-FCATT6E E-- p r«.nindividual building 11 SOT CHORDS: 2X4 SP 92 OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF HHH 1 edbyItaslose. bused an irdormadon provided y t)re aient The hasbaoaail.m..nyR,pon,iliyro e,m.zee.. WEBS: 2X4 SP 13 THE SAME DIMENSION AND GRADE AS WEB; NAILED SUPPORTING TRUSSES res. Il .r fa.Ily a brconat i.raenatia4 specifications ad/ waatgmhmishdw heu.ndoig erby h.elim TIC MUST BE CONTINUOUSLY BRACED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED VALLEY TRUSSES TYP.) I T Y R) II II II andmesinf•n:.loe..il aKenject8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND en. ynl.:ew.>eeifie wespecificA.. BY ROOF SHEATHING UNLESS NOTED VAIIEY AREA esancord.eeelwno nspuasion. hen aemtsaroconaol .ithrco.edm nhricnipnhandling, d,iianw end i,manadaa aranan OTHERWISE. FOR 90% OF.WEB LENGTH. 2X6 BRACE REQUIRED This lea hat been drsiorea a.•' individual buildingON ANY WEB EXCEEDING 14'. •' COMMON VALLEY• coenponcon in ucwdance with ANSUT>I I.1995.nd VALLEY MEMBERS TO BE SET denotes UNE edge or one lace NDS- 97 to he Ineorporald is pan or the buildsng d=p by Building D.6per(r.gistcred arcbneet or PERPENDICULAR TO TRUSSES BELOW. denotes BOTH edges or Bolh laces. Rw pm= l eojiatar} Wbm re.ie.d foe appm.al by Ilse building design.. the desisploadings it.—m.n e cheeledlokanthalthedataaho.nare n.grecmw IT IS NOT REQUIRED TO SHEATH TRUSSES 1 ONE BRACE REQUIRED ON WEBS > • 94.0' LONG 1 ) ththelocalbuildogcoda. lonclira.tkncad.ft. BELOW VALLEY SET. VALLEY MEMBERS 2 TWO BRACES REQ'D ON WEBS > =126.0' LONG " eriod or sous. bads, pojeer speeifn.doas a special applied loaft halm aln.4 wss Ws not been dedjod PROVIDE ALL NECESSARY TOP CHORD r>a—Scoroc. npaneyloaf Thedesisoassnmo VALLEY TRUSSES ARE ACCEPTABLE TO BE Weono.nbord.(w>' b•n••')—con'i-eeady tradbyshathi.j.ntmntharwiseapeined. Where BRACING. CANTILEVERED UP TO TWO FEET. MONOVALLEY krwm.mda ni& ceaiemlhlry WHEN VALLEY MEMBERS ARE NAILED DIRECTLY dbcbrecl7ybya property appliedrigbceiling, thry.ho.N k trued n . masimamtaxing oflo.rn.c. Connector plalnsbwk TO TRUSS TOP CHORDS USE (2) 160 NAILS PER I jurlrojf! uife, riewed Caen 20 page bol dipped jel.miced ncd meninj ASTM A 651. Grade 44 uWm otherwise dnous. INTERSECTION, OR TWO FEET ON CENTER. VALLEY 1 RU I 0 E 1' r y P.I FABRICATION NOTES WHEN BELOW TRUSSES ARE SHEATHED FIRST Print rabricatloa.thcfabricator sbsllre.icwthis USE (2) tOd NAILS OR (i) 16d NAIL PER I SUPPORTING TRUSS dtawi.j to .airy that thisdrainjisincoarormaaeewithLb. rabricnarsplans end tomlizeacoonio.ins INTERSECTION, OR TWO FEET ON CENTER. VALLEY TRUSSES (TYP.) responsibility for sacb .crilkslin . Any di ..p— ia art to be put is wridog bcfbre coking a fabrication Plea sb.11aabeInstaBeda o.polboles,knotsatdisoonad IF LESS I THEN 3.0.0 THEN MOVE COMMON O R GIRDER grai.. Member""atlbecot la tigtr°rdngmod '.•ad bearing. Connector pl la shall be located on bah hen d DIAGONAL WEB TO NEXT PANEL. the atm w,th .alb hotly Imbedded and .hall be yen .ban Ij the join anlm.therwiu chow. A 5.e glareI. 5' .id. a 4' Ioog. A Eta plate is P wide a 1' be Slats (bola) l•) WHEN DIGAONAL WEB PRESENT USE ixl PLATE no parallel lo the plate I.-& apaified Do.bl. cuts on 11) WHEN NO DIAGONAL WEB PRESENT USE 7x1 PLATE weben t,' mallmenathe cemruidorthewebsunlm abvwisc"ans. Camcaa pit,.... arcenidmumVARIESCOMMONTRUSSES (TYP.) ram bared bathe lbmalli.i and mry needrik UP TO 1112 0 2x4 2x4 icn.ud fa «ruin handlios and/or eratiaa man VALLEY TRAPPING TO 7R U 5 BELOW Tbhu.ai,aatakntr;cned.imnrcmwdwtrated oR Egg OR VALLEY MEMBERS ATluenbaanlmomer.im chow. Fa additional iaram.ti000.Quality Cmaolneram ANSVTPI DIAGONAL WEBS REQUIRED WITH 4x6 I x 6 3 x 6 4X8 24' O.C. (TYP) 4' 0'C.. I.DyS SPANS GREATER THEN 26.0.0 OR 3zB zB OR / PRECAUTIONARY NOTES All bracing and ertetion reeoenenerdalibas are to be followd in c, crdaac with'Ha u ling. tasselling and Bnebg' HM'91. Trsssa are to be handled with pankWar cause mains bandies and bundling, dell-7 and installation to avoid damage. Temporary and pennmw testing for bolding mau in . straight and plomb posidoa and far recisdng lateral tuna stun be designed and installed by other Carehl handliag If essential and aealon bracing is always required. Nonnal pcvudarry unity rir .faro rWutra near leonponry truing dwing installed. betwean b. ao in avoid rippling and doesinoing. Tknp—isionoraution. rbossaaballb. nda th. control of pessam eapesiead in the installation of bass. Professional advice shall be aoogld nr needed. Conant atib. of conatrunnes loads grata than ibe daipt lw& dull m be applied to Ines a my done. No bads other thaw the weiglet of the aratoa sball be pptid to bases until after all fastening and bmi.1 is 0.0.4 2x4 3x6 2x4• 2x4 2x4 2x4 2x4 3x8 i I 2X4 _ J VARIES 12 2x4 . 2x4 2x4 4X10 2x4 3x6 2x4 2x4 axe 30 an 36 an. 2x4 4X6 e" •4x6 R 2x4 MAX. 5• 0.0 O.C. ITYP) MAX. B• O.O, O.C.ITYP) MAX. TRUSS SPACING eElow • tell • D.C.' I SPANS UP TO 60.0.0 e_I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF TH1S DRAWING TO BE GIVEN To ERECTING CONTRACTOR. BRACING MARKING, Maronda Systems anteing ahov . on this drawing k rw erstion brocing rind bracing, pal bnsdng a dar mdbradn j nirich I.. P.M of the building design aswhich niust be considered by the building designer. B,.cinj dawn is fa I.Ics.I nppon of was meenben only to reduce buckling lensth. Provisions en.at be made to anchor I.Iml bnciog .1 ends and specified loration, detamind by the building dedgna. Additional bracing of the ovmll m, lurt en.y be reposed. (See HIB.9I of NIT., specific Crass bracln j r.q.Ir .w& canal building designer.(Tnn Rae lestiwle. T>I is located at 535 4005 MARONDA WAY Donofrio Drive. Madison. Wism ,a 53719). Sanford, FL. 32771 407) 321-0064 Fare (407) 321-3913 TOMAS PONCE P.E. LICENSE 00005006e 1005 VANNESSA DR. OVIEDO FL 32766 Cont. SuDaort Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7. 0 psf BC Live 10.0 psf BC Dead 2.0 usf Studs (a 6-0-0 O.C. -- WO: VALLEY SET T I . V' 7/27/2005 Lbr DF: 1. 25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.21-4355 Uaeigni Ratrlx Analyele ProI11e Path: C:\ TEE-LOR\ Work\Jobe\MARONDA SYSTE: NS\VT.prx DESIGN INFORMATION This deaipt is fa m indi•idaal buildingacomponent nd an basedhasbon infar,ta,en provided by the client. The daipla disclaims any rtsperri bility for damages as a rotth of rahy or iteowat inrammiom specrcmiams and/ or design furnishd us the tin designer by the client and the wnwuuv to —.—y of this infonnnion a it may rela,e to a sprcirre project and ac--pl+a responsibility or eaercrses m control with regard to fabrication, handling. shipment and installation of Msso. This con his been designed as -individual building cemponmt in accordance with ANSVTII 1.1995 and NDS- 97 to be incorporated a pan of Ne building design by . Building Designer. When miewd fa appmval by the building ttrspccr, the design loading stmvn mass be dsakd . be sore that the data slmwo arc its agrranmt with the local building cede local climatic records fa wind m saw bads, project spe iral t m a special applied bads. Unless drowk tray has cot been designed for storage or occupancy bads. The deign ass mo com, 1 1 chords (top a bottom) are comiesady braced by shaNsng enless aherwtR specified, Where bou m chards in tension m not Polly brad laterally by a properly applied rigid ceiling. they should be brad at a masimum wacing of I00 o c. Camamr plain shall be n— laco red from 20 gauge ha dipped gatvaniad steal wing ASTM A 6 22. Grade 40. unless otherwise 0— FABRICATION NOTES Prior to ribricalim the ftbricalas shall renew this drawing to .crify that this drawing is in conformance with the rabrkatoes plans and. reahu a continuing respomibiliry for rub verification. Any discrepancies are obe pat in writing befm cutting a ms rabricm Flatstallat be installed over lohmlmles. knot « dhstond Members d grain Membullbeern fm tight ntting wood to wood boring. Connect. plea shall be bold on bah faro .1 the truss with mils Atlly imbedded and shall be sym. about the joins . elm -Lb. X ,bower. A daa plate is I' wide a a- bog. A fall plate is 6' wide s S' lag. Slots (halo) nun Pralld m Ne plate Imgth,peeirhed Dable cutson web baw mams shall roa1 thecmveidofthe webs aaless d.r.isc stmwm Connector plate sim m minimum site, bsaed en the fertes drown and may need m be reafed fie C- . harling and/ or ertetien stresses This inn is not to be fib i d with fire r twelant vend lumber unless otherwise rheum. For additional information on Qality Caroni refer to ANSINPI 1.199s PRECAUTIONARY NOTES NI bracing and erasion recommendations are to be followed in accordance with accepted industry pa limiom Trusses ere to be bandid with w6olu ore dormg banding and bundling. delivery said installation It, avoid damage Temporary and permanent bracing Ibr holding mosses in a onighl and plumb Fashion, and for rmsting tataal forces than be designed and imtalld by them Careful handling is essential and aertion bracing is always reaoired. Normal prmmiorury action for tosses requires such lernponry bracing during installation baweas passes. avoid toppling and danirming. The upc+tsmn of er¢lion of trasso shall be den the canal .f pv> oos earyeriaced its Nc ihmaiiatioo of tmsso. Proressional advice shall be sought it Waded. Cmhmmratmn of wndnnelion lads glister than the design It.& shall nor be applied to Vnsn al aay time No bads other than the weight of the Basin shall be applied to masses until after all listening and bracing is Job: Customer: WO:HIPDETAIL TI: HIP HIP TRUSS BLOCKING REQUIREMENTS APA• PORM NO. TT•0113 SPAN RATD40 AND BLOCKING RECOMN(? NDATIONS FOR USE OVER HIP -ROOFS SUPPORT AT 24' O.0 Roof Slope Panel So an Retln 24/ 18 1 32/18 1 40/20 48/24 1:12 OK OK OK OK 2:12 OK OK OK OK 3:12 OK OK OK OK 4:12 OK OK OK OK 3:1 2 7"'`O' Ksi,:,r r OK OK O K 6:12 S'`;sOKr=ems : OK OK OK 8 :1 2 4„^'".e:. O:K %'' Ez1= OK OK C K 7 :1 2 C K OK O K 8:12 z1:c o, '^`'=' a OK 0K OK 9:1 2 r i= O`KK lr; cam+ O.dG: r r: OK OK 10 :1 2 N `;k? O! Cir a'1' irr', a+tO.K'!tFi : OK OK 1 1 :1 2 r; r n•:: O:Kr ;,:4dr, 1.z,ti0 Kam:'=' OK O K 1 2 :1 2 sec, :: u'O Kwit. ;. fa=y :K>; v {; t '4" 0 K "see r~ OK 13:1 2 K*E+' O K 14:12 s7 ».OKti<`.n`' r?O'KiG:' k;r,'•r=>iO'K:i:' i f•F':O''},aa BLOCK 5/12 (1) 2X I'• l l l/4' TO THE FRONT OF HIP TRUSS 7/16' OSB ROOF SI PATHiN01 NOTE: SIIADFD AREA RROUMB 2X LUNBER BLOCKING BBTWMN TEU V AT UN SUPPORTED PANW. EMP21 IN lap ROOF AREAS 2X BLOCKING TYP NAILED W/ IOD 12' O. C. 6/12 OR ABOVE 2) 2X ONE FR01S ONE BACK OF HIP TRUSS NOTE: NO BLOCKING IS REQUIRED ON 4/12 AND BELOW PITCHED ROOFS WARNING: RZAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO ell GIVEN TO ERECTING CONTRACTOR. BRACING NARKING, LM( aronda Systems Bracing shm•n on this drawing is ties enaction bracing, nind bracing• ponal branng.t similar bracing which is a pan of the building deign and which moss be comidered by the baddimg design.. Bracing thaw. is far Wcral supper of con membm only to reduce bucUing length Provisions moss be made to anchor lateral bracing at ends and specified 44 locations dac-ined by the building designer. Additional bracing of he overall structure may be required (See HIB-91 of T i) For ,pair tutu bracing ,cq.ir--t wntac, b.iWmt design. (Tmu Platt Institute TII is located at SS2 400S MARONDA WAY Dotmrri.D— Madwe,Wieonain33719) Sa,1ford, FL. 37.771 Cemportem Engineering by: Tmu Enlpncmng Co.. P.A. III Soundsidc Rd. Edenton. NC 27972 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE = 0050068 2g7 Medallion /L Clnatuotn, FL 72766 ' Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Qty:1 PRE - ENG'D TRUSSES WO: HIPDETAIL TI: HIP 11/ 2/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 0 Design: Matrix Analysis Pr tile Pa tn: C:\'IGG-LUK\WOLK\,jODS\JOD-1\e.vnN -l. prx I I I Job: ARLINGTON K Customer:ARLKINGTON K 3s4 WO:ARLK TI:CFGRDI Qty:l DESIGN INFORNIATION This design is for an Indhidinl building Component and has been bard an information provided by the clicra. Tha daidgcor disclaims a" resporalMliry far dsm ips as a retail of wry or inartmn Information, specifications and/or design Iltndsled to the Inum designer by the client and the mneenm a accuracy of this Inlbrnuuan as it may mate to a spaille project and acs:, no riIai Q 1h) or ewenuiso no watra wth n ripire o fsbriLlLim handling, shipment and insallaion oftr- This tam has been designed n in Indhidml building comporcnl in accordance with ANSVIPI 1.1995 and NDS97 to be incorporated as pan of the building design by a Building Deign. When miened far spprmal by the building designer. the design loodinp slowu tram be l'belfOd m be mse tint the dau {harm am in agrecenem with the local building code loos dinmle record: fa hind or prow Wad% project sy¢iflution or spedal applied foods. Unless slnntL trust has ties been designed far Conte car occupancy leads- The dedgn taunnes maprealm chords (top a boom) are continuously braced by thmhing udcss aherrrise specified. Wore boaora chords in tension are not fhDy braced laterally by a poped, applied rigid ceiling. they should be braced aI a m clarum spadng of 1170- a c. connector wain shall be mumnaana from Ica gauge has dipped gah,nized peel coming ASIM A 633. Grade 40. unless ash -ruse dwon. FABRICATION NOTES Prior la fabrication, the fabricator !hall mien this dining so taify that this drawing is In codomtince pith the fabrieuoN plans and to Malin a commie ng reepunsibllnry fair such .e»ftevion. Any disart asides am to be pia In singing bdbre cu ing or fabrication. Plata Owl] col be irmdled inn knotholes, knots or distorted grain. Mtmbos shall be art for tight fining nand to nod beanng. C-cz plea shall be Wasted on both fan of the Imrs with niis fully imbedded and shall be ram, about the jda imlas ahrnt¢ thorn A 5N plate is!' .ride x V hang. A 6d plate is 6- wide x to long. Slats (hold) inn parallel to the plate length speeHled. Double ram on rich member shall noes al the cenirad of the met. unless olhautu shorn Contra plate sizes am minimum sirs based on the lanes she- and nary nced to be innntaswd fa certain handling and/or erenioo stresses. This sun 1s io1 to be gbrrtated nth fire madam vested lumber unless othemise sham. For additional Infomudon on Quality Comral fifer. to ANSVTPI 1•1995 PRECAUTIONARY NOTES All bracing and muctarn recommendations am to be falond in aetordnee nigh ,seeped irxhutry publications. Tame man' to be handled with particular Cut, during banding and bundling. deliisq and installation to noid davuge. Temporary and pcmucom bracing fa holding Inn>m in a straight and plumb position and fa resting istend fan shall be designed and installed by ahem Carreful handling is essential and oration bracing is dorm required. Normal premutionary action fa tnmes requires such temporary bracing during insulation bemsen Inset to noid toppling and domiteing. The supenision of erectu rr of n m rs shall be urrM tic ward a person ecprrieriom In the Installalin of Ind Professional whice shall be Caught if needed. concentration of wnstmction loads greater than the design loads lull nor be applied la ..- in am' [Idle. No leads other Ilan the wsiglu of the cnston shall be applied to twlsses unfit after all fastedng and brsc,ng is TC: 2x 8 SP #2 BC: 2x 8 SP N1 D WB: 2x 4 SP #3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY truss designed to carry 13' 0" span framed to BC one face 2' 0" span split -framed to opposite face FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1161/449,2-3=-1120/430, 3-4-0/0, HOT CHORD 8-7=-9/59,7-6=-25/64,6-5-0/0, Weba 8-1=-1787/635,1-7=-571/1764, 2-7--45/254,7-3--347/1158,3-6=-668/453, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 8- 1 -1787 0.32 C 7- 3 1158 0.37 1- 7 1764 0.57 C 3- 6 -668 0.24 2- 7 254 0.08 C 3-0-0 2-6-6 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently par IRC-00 R301.4. or (): Plate(a) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. L. and R. End verticals designed for wind User defined loadcaaes have been considered in this design. WndLod per ASCE 7-02, CLC, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Krt- 1.0 Bld Type= encl L= 14.9 ft W= 8.9 ft Trues in D D cone, TCDL- 0.0 psf, BCDLza 0.0 paf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. Cr -------- GLOBAL MAX DEFLECTIONS--------- CLL TL C in./Ratio in./Ratio Jetties). I.Span-0.13/737-0.26/379 6-7 Barite. 0.04 0.08 NA Max DL Deflection L/781 - -0.13 Long term deflection factor o 1.50 Joint Locations 1) 6- 0- 0 4) 14-10- 8 7) 7- 4-14 2) 7- 4-14 5) 14-10- 8 8) 6- 0- 0 3) 13- 2-12 6) 13- 2-12 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -38 0- 0- 0 -38 8-10- 8 BC Vert L+D -285 0- 0- 0 -285 8-10- 8 In -Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- K-Loc BSet Vert Boric Uplift T Type 0- 1-12 1 1436 9 -527 B Pin 8- 8-12 1 1436 0 -516 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1161 0.04 C 8- 7 59 0.42 2- 3 -1120 0.12 C 7- 6 64 0.86 3- 4 0 0.05 C 6- 5 0 0.78 1- 4-14 41 7- 5-1011, 1 2 3 4 4.00 I I 1436H 3.50" 6xI2 5x6 7-4-8 8-10- 8 3-0-0 1-6-0 1436tt .50" EXCEPT AS SHOWN PLATES ARE MiTek MT20 IF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Ma ro n d a Systems amcing darn on this dmiting Is not enetion timing. iiind bmang, portal bracing or similar brazing uitrch is a pan of the building design and which must be Considered b)• the building designer. Bracing slonn is fa Wteml support of Inn members only to reduce buckling length. Pnovisfms mw be mode to anchor lateral bracing at ends and ryceufi d location dciermiacd by the building Ifegm. Additional bracing of lhc merall structure miry be required. (See HIB•91 orTP4005MARONDAWAYDDOno%waD fititi.Wissconsin53iming 77191;balldingdegc,(ymssPlatelmtitme TPI is blasted ass» Sanford, FL. 32771 Component Engineering b)- Trust Engineering Co.. P.A., Big Soundside R4 Edenton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M005006e 267 MedalOon PL Ehuluota, FL 32766 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\CFGRD1.Drx Scale = 0.3584 Eng Job: WO: ARLK Dwg: TI: CFGRDI Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 pef Code: FLA TOTAL 43.0 Dsf v4.7.32-63621 Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:CFGRD2 Qty:2 DESIGN INFORMATION This designs is fro an iadhidud build,., component old has ban hued on Info.aution pwidsd by the elks. The designer disclaims i tq retpondbrllty fa damages er a result of faulty a incorrect infonmtbq six five iooa aM/m desigm furnished to the into designer by the client sod the armament or accuracy of this information nu any mlaie to a specific pojat and acaprs oo mWWbillty or esercbe an control with regard to IhMiatiott handling, shipment and Installation of unaes. This Ism has bcon designed a as Iadhidtal holding component in accordance with ANSMI 1.1993 and NDS-97 to be incorporated as pan of the building design by o Building Designer When renewed for oppraal by the building designer. the deagn loadings shown min be shaded to be sure that the data shown are in agroemnt aith the foal building code. leial dimal¢ records for wind or srow loads, poject epe if sums or special applied loads. Unless shown true has not ban designed for storage or oaop iri ). loads The design assumes cootpnemoo chords hop or benorn) are mnlimmush. brand by sheathing units otherwise spahed- where halt— chords in ICm1011 are col wh. brand Lmnly. by a prapeAy applied ngd ailing, they should be broad at a ntstdeoeam spacing of I(r-0' o C. Connector glares shall be manufactured from 10 gauge hot dipped phanizd aml mining ASTM A 653. Grade 40. unlea othorwis shown FABRICATION NOTES Pnor to fabrication, the fabricates hall min this dis iris to ttril) That this drawing is in conformance with the fabrealoel plans and to realize a continuing raponability fa such teriflention Any discrepancies an to be Per in writing befbm tuning a ebriatinn, Plain I na be hmalled nett knotholes, knots or distorted grain. Member shall be an for tight filling wood to wood baring. Corrector puree shall be loaned on both faro of the Ism with nails fully imbedded and shall be s7m about tMinim unless ahem: showw. A 50 plate is 5' aide s a' long A 6,111 plate is 6' wide a 1' long. Shoes (holes) ran parallel to the plate length specified Double cuts on neb members shill meet as the centreid of the -,be uNen otherwise thorn. Comceser plate sizes are minimum I'm baud on the farts shown and may need to be Increased fa certain handling ad/or erection panes This trusts is not to be fabricated with fire mundane treated lumber nNrn othmris shown For addaimaii information on Quality Control refer in ANSUTPI 1.1w3 PRECAUTIONARY NOTES All bracing and erection rtcwmmtnidat)oa are to be followed in accordance with accepted itduary publications Time am to be handled with particular are during banding and banding. dethcry and installation to avid damage. Temporary end Permanent bracing fa holding trusts in a straight and plumb position and for misting lateral forts doll be designed and installed by otlem CarndW handling Is essential and erection bracing is slasys reQoired. Normal pitanstiaury action fa trustees rcgtdm such temporary bracing during installation between tnrsss to .'Did toppling sad dominating. The supentston of erection of utnu m shall be wrier the antral of persons etpentored in the Imsellatean of bits$ Profimio al admen tha11 be sought if nta I Caranardnon of oonstructbn beds greater than the design kads shall in be spplid to trusses at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing is completed TC: 2x 8 SP #2 BC: 2x12 SP #2 WB: 2x 4 SP H3 2x 4 SP #2 1- S All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY trues designed to carry 19' 0" span framed to TC one face 6' 0" span framed to TC opposite face WndLod per ASCE 7-02, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kztes 1.0 Bld Type= encl Les 8.9 ft Was 8.9 ft Truss in END zone, TCDL= 0.0 paf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2-0/66,2-3=0/0, SOT CHORD 6-5=0/66,5-4=0/0, Webs 6-1--1660/523,1-5=0/0, 5-2=-3108/979, GLOBAL MAX DETLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.10/998-0.18/513 2-1 Horiz. 0.02 0.03 Nyr Max DL Deflection L/999 - -0.09 1 Long term deflection factor = 1.50 2 PLYS REQUIRED Lineal Footage = 25.1 3-0-0 2384H 8.00" Unbalanced load cases) have been checked. Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaees. L. and R. End verticals designed for wind User defined loadcaeea have been considered in this design. 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 66 0.70 C 6- 5 66 0.74 2- 3 0 0.38 C 5- 4 0 0.74 8-10- 8 6-10- 8 6 5 8-10- 8 Joint Locations 1) 0- 0- 0 3) 8-10- 8 5) 6- 8-12 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To e TC Vert L+D -537 0- 0- 0 -537 8-10- 8 This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min, slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. In -Plant Quality Assurance with Cq- 1 MAR. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Boriz Uplift Y Type 0- 4- 0 1 2384 0 -751 B Pin 8- 8-12 1 2384 0 -751 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 6- 1 -1660 0.13 C 5- 2 -3108 0.25 1- 5 0 0.00 C 0 3-0-0 0 F9 2- 0- 02384q 3.50" EXCEPT AS SHOWN PLATES ARE MLiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a rot n d a Systems Bracing shown this drafting is rat erection bracing, wind brmng_ portal bracing a similar binng which is a pan of the building design and which must be consuderd by the building designer Bracing shoun is foe larrel aippon of true membersonly to reduce btcl.ling length. Pro,isiora must be made intimates lateral bracing in ends and specified reas locations determined by the building designer. Addmunal bracing artist aemll sinsoum nay tie required. (Sot HIB-91 of TPI) Fa specific tmss bracing requirements, anixt building designer.(Tnm Plate Institute. TPI is located sl 3a3 4005 MARONDA WAY D'Omfno Dritc. Madison. Wisconsin 53719), Sanford, FL. 32771 Competent Engineering by: Truss Engiaerng Co.. P.A.. 11g Sourdside Rd. Edenton. NC 17932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE W0050068 367 Medaillon PL thuluots, FL 32769 Scale = 0.4591 Eng Job: WO: ARLK Dwg: TI: CFGRD2 Dsgnr: TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE prx I I 1 Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:F1 Qty:2 DESIGN INFORMATION This design fs far an individual btrddmg comp-t and Ms been based W hdai n ttion provided by the sheen. The designer dimbims am responsibility far daatages a a resith of faulty or Incorrect informmion, specifkniom mndfor deigns tumished to the cuss designer by the client and the canectress a aoturary of this liar -don as it rosy relate to s speetfie project and scecpts no n3pmgulity a csctdses no conrrd nith rcprd to fabriaticre handling, shipncnl and installation of IrnSQ3 This Irna has been deshped a an individual balding mmporcm in sceordarQ rtith ANSMI I.1993 and NDS-97 to be incorporated n pan of the laailding design by a Building Designer. When mientd for approval by the balding designer, the deign leadop shoos muss be chested to be slue that the data shown on N agreemen d t vrilh the lobuilding codes. tool dirt" records fro nind or shoo buts, project speciflations or special applied loads Unkss shone Ism has not been designed for stage or occupancy loads. The deign asmrthes oantprecoon chords (top a broom) art continuation.h braced by sherthing unless alive se specified Where baroan chords to tendon are rest fully braced latenly by s property applied rigid ailing, the) should be braced ar mdmom spring of Id-0' oc Connector plates shall be memdaemfrom m 20pap ha dipped phaniad tint i eH( ng ASTM A 633. Grade 40. unless otherwise swan. FABRICATION NOTES Prior to fabrication. the fhbrimtor shop revvea this dining to vvilY Iha this droning is in mnfomance with the fabricator' s plum and to reslla a comirming responsibility fro ocb verillesuoa Any drserepanesa are to be put In nriling before cutting or fabriohbn. Plata shall cal be Installed mrr knotholes, knots or distorted pain. Mcmben shall be tan fa light thing 000d to vrood haring. Connector planes shall be looted on both face of fah un its .its fully imbedded and shall be sym. about hhe joim unlessaheroise dean A 5x2 plate is 3' wide x r long. A 6%2 pWe fs 6' aide x 3' long. Slots (lolo) can parallel to live plate length specified. Double cue on neb strobes stall mat at the anbad of The nobs umess otherwise shmen. Connector plate dre pre ndnimum dace based on hho forces s1onT Dad tray nod to be increased fro certain handling and/or erection presses, This trust is not to be fabricated %lth nre retardant treated hmiber unless ahemin shown For additional infornahion on Quality Cannot tefu to ANSVTPI 1-1"5 PRECAUTIONARY NOTES All bracing and crcaion recouutedmiom an to be folbocd in saordatcc with sotcgd iMmry publication Trusses see to be handled nith particular cen during banding sad buadlln} delhM and intW6vion to avoid damage. Temporary and p-nautrm timing for holding muss in a straight W plumb position and for resisting lateral form shall be designed andInstalled by othen Careful handling Is esscnlial and maalan b-Ing u a ways requi r d N-ol precautionary action for uustes requires such rempomry bracing during installation him- trusses to nvid ropphng and dominolag. The mpertiaan of er cat of trusmo shall be min the cnenml d persons exyeriercad In the insialtatren of tomes Professmral advice stall be sough) if ry I Concentration of constriction loads grater than the design lends shall not be applied to mosses as an) lime No toads other than the %sight of the erecson shall be applied to busses anul after all faticning and booting is TC: 2x 4 SP 02 BC: 2x 4 SP 82 WB: 2x 4 SP M3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcasea have been considered in this design. This trues has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Trues must be marked to prevent UPSIDE: DOWN erection. WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 10- 1 109 0. 20 C 7- 4 104 0.03 9- 2 235 0. 06 C 6- 5 76 0.19 8- 3 260 0. 07 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/ 999 0.01/999 4-3 Soriz. 0.00 0. 00 NA Max DL Deflection L/ 999 - 0.00 Long term deflection factor = 1.50 3-0-0 Unbalanced load case(s) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. L. and R. End verticals designed for rind WndLod per ASCE 7- 02, CLC, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzter 1.0 Bld Type= encl L= 6.7 ft W= 6.7 ft Truss in END zone, TCDL- 0.0 paf, BCDL- 0.0 psf Impact Resistant Covering and/ or Glazing Req FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 63/86,2-3=-63/86,3-4=-63/86, 4-5=-63/86, Cr BOT CHORD 10- 9=-63/86,9-8=0/0,8-7-0/0, C 7-6=0/ 0, C Weba 10-1=- 42/109,9-2=-99/235, 8-3=-120/260, 7-4--22/104,6-5--49/76, 6-8-0 2 3 - 4 5 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Joint Locations 1) 0- 0- 0 5) 6- 8- 0 9) 2- 0- 0 2) 2- 0- 0 6) 6- 8- 0 10) 0- 0- 0 3) 4- 0- 0 7) 6- 0- 0 4) 6- 0- 0 8) 4- 0- 0 In -Plant Quality Assurance with Cq- 1 MAK. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift Y Type 0- 4- 0 1 78 0 -118 B H Roll 6- 4- 0 1 102 -86 -154 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..F'ORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 86 0. 06 A 10- 9 86 0.03 2- 3 86 0. 08 A 9- 8 0 0.05 3- 4 86 0. 08 A 8- 7 0 0.06 4- 5 86 0. 03 A 7- 6 0 0.06 3-0-0 11" 102H 8.00" 1 I EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: FMaronda Systems Bracing WonmonThisdraoingisnoterectionbracing, hind brociny portal bracing or dmhlar bracing %hkh ism pan or the building design and nhich must be considered by the building designer. Bracing shin Is fa lateral wppen of tom members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified! locations daermiued by the building designer Addilional bracing of the menll ontaum nee) be required (Sa HM.91 at n79 houlding des gv.(Tnm Plate lnuiae TPI is bard uSU 4005 MARONDA WAY D'OmoD MduWodn53 Sanford, FL. 32771 Component Engineaingbr: Tram Engineering Co.. P.A., gig Sounddde Rd, Edenton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4WO050068 367 Medallion FL Chuluolsti FL 32749 Scale = 0.4634 Eng Job: WO: ARLK Dwg: TI: F1 Dsgnr:TLY Chk: 8/7/ 2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 SC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\Fl.prx I I I Job: ARLINGTON K Customer:ARLKINGTON K 3&4 WO:ARLK TI:G1 Qty:l DESIGN INFORMATION This desipt Is for an ndhidual building component .0 has been based on information ptmided Ili the client The deingne, disclaims say esposans hty fa damages as result of faulty or incorrect information, splrillcatioro aradilar designs Ibmished to the trim dmgm by the client and the r INVC11 m a aauracy or this information as d may relent to a spectre Imam and accepts ne resperntibllip or cents on camnal with rcprd to fabrication. handling. shipment and I=-" Lion of litanies. This min hu been designed as an indisidtal building component in accordance with ANSVfPI 1.1995 and NDS•97 to be incorporated as part critic building design br a Building Designer. When Timed for apprmsl by the Golding "per. the design Imdinp shown mint be checked to be rue that the data da•m sue in agreement mth the local building codes. loved climatic records for wind or score Inds. Pruden specifications; or special applied lodes Unless shoua inns has not been deaped fa eonge or occupancy lords The design aseurnes compression chords (lop or bonom) are canumasus4- braced by shoathing unless adenine specified. Where bonom chords in tension ore cot fully bnecd literally by a property applied rigid ailing, they should be Wand at a M'dmum spacing of I1r-0• o C. Connector Plata shall be manu6aun d from 20 gauge ha ddippedphanirgal mining ASTM A 633. Grade so, ardor al-ise shone. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing a soil) that this drndng is in confomunce mth the Ihbri atm's plans and to roliec a continuing respaaiGhpfin inch serdl0lgn Airy dttrreparcn art to be pm in •sting bdum coning a fabncuiiw Plato shall not be installed mer knaMles, knots or distorted grain. Members shall be chi far tight fining msod to nmod hearing. Connector plates toll be looted on both ram of he true • ins units fully Imbedded and shall be s)m. ebom the pm anlm dher•ise darns. A 30 plate is 5' aide c s' long. A 6a8 plate is 6' nick c s' long. Slas Main) nun p rakl to the of knph speeiBcd Danble cuts en web members doll men at the centrold of he mobs uNesa adta nie shoran Contteetor plan am are minimum size based ao the form shorn and may need to be Increased fa artarn handling and&, creation so e This tram ism to be fabricated sritb fire murdam mated lumber unless otherwise shown For additional Information on Quality Control ran to ANSVFPI 1.1995 PRECAUTIONARY NOTES All lancing and crmioo rtsmtvendalioes are to be fWlumd in accv I = nith sceeplcd industry publications. Trustees are to be handled •uh particular cart during banding and bundling, deli -I and Installation a asold damage. 7emponny and pemurcm bracing fa holding inum in a straight and plumb portion and fa resisting lateral form shall be designed rand Installed by ethers. Careful handling is essentah ..it creation bracing is f"" required. Normal precautionary union for trusses require such im pamy bracing during imp ILttlon be.- tuna= a said toppling and des dissing. The wpatsisioo of ersctian N trusses shall be muck+ the our I of persons ee 'kaiccel in the inuaWtan of in- Prufessnoul adsia shall be =&In Lr teat I Concentration ofonanctlon Inds greater than the design loads shall not be applied to tnssus at any time. No Inds other than the avghl of Ile creators shall be applied to trusses until alter all fastening and bracing is ciaripleted TC: 2x 4 SP 42 BC: 2x 4 SP 42 WB: 2x 4 SP 43 GBL: 2x 4 SP 43 2x 4 SP 42 0- 0,0- 0 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Wind loads have been checked perpendicular to the face of the truss. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 109 -222 -126 B Pin 19- 0- 0 1 126 -222 -117 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 21- 2 160 0.06 C 16- 7 179 0.71 20- 3 112 0.18 C 15- 8 119 0.40 19- 4 119 0.40 C 14- 9 112 0.18 18- 5 179 0.71 C 13-10 160 0.06 17- 6 - 82 0.37 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 7-6 Horiz. 0. 00 0.01 NA Max DL Deflection L/999 = Long term deflection factor 5-7- 3 0- 6- 6 EXCEPT AS SHOWN PLATES Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, Hes 15. 0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Les 19.3 ft W= 19.3 ft Truss in END zone, TCDLea 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 6-17 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--109/255,2-3--43/198, 3-4-- 40/142,4-5=-38/95.5-6=-37/132, 6-7-- 48/132,7-8=-95/55,8-9--142/4, 9-10=- 181/17,10-11--255/33, HOT CHORD 1-21--2/0,21-20-0/0,20-19-0/0, Cr 19- 18-0/0,18-17-0/0,17-16=0/0,16-15=0/0, C 15- 14=0/0,14-13=0/0,13-11=-2/0, C Webs 21-2--86/160,20-3--91/112, C 19- 4--91/119,18-5=-93/179,17-6=-82/48, C 16- 7=-93/179,15-8=-91/119,14-9=-91/112, 13-10-- 86/160, Joint Locations 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 255 0.09 A 1-21 -2 0.02 2- 3 198 0.08 A 21-20 0 0.03 3- 4 142 0.07 A 20-19 0 0.03 4- 5 95 0.09 A 19-18 0 0.03 5- 6 132 0.15 A 18-17 0 0.03 6- 7 132 0.13 A 17-16 0 0.03 7- 8 - 95 0.10 A 16-15 0 0.03 8- 9 - 142 0.07 A 15-14 0 0.03 9-10 - 181 0.07 A 14-13 0 0.03 10-11 - 255 0.06 A 13-11 -2 0.02 0.00 9-8- 0 9-8-0 1 2 3 4 5 6 7 8 9 10 11 6.00 - 6.00 4x6 Maronda Systems 5-4- 6 0- 6- 6 LAY LAY LAY LAY 6x8 LAY LAY LAY LAY 1099 8. 60" Stud © 2- 0- 0 12 # 8.00" A 19- 4-0 2f2221 20 19 18 17 16 IS 14 13 12 10 0- $ 19-4-0 OR] 0- $ t0 11- 12)) (R0 1111-12) E MiTek MT20 Scale = 0.2288 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOM/LS PONCE P.E. LICENSE 00050066 397 Medallion PL Ehuluoto, FL 32769 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: G1 ERECTING CONTRACTOR. BRACING WARNING: Bracing shmm at this drawing Is cot erection treang. nind bracing, portal bracing or similar bracing which is a pan of Dsgnr'TLY Chk: 8/5/2006 the building design and nhnch mum be considered by the building designer Bronng shorsn Is for lalersl mppon of toss TC Live 16 . 0 B f LbS DF • 1.25 members onlytoreduce, bucking length Provisions must be made to anchor lateral bracing at ends and specified lootions dnennircd by the building designer. Additional bracing of the overall rneture may be required (See HM-91P nr TPD. For epmre loss bmeing reqwinnnemis. comet budding dtsigner(fnm Plate lnsmale. TPI is looted to 593 On TC Dead 7.0 paf Plt DF: 1.25 Dm Dnse. Madison, Wtsoruln 53719). O. C 2- 0- 0 Comporent Engineering by: Truss Engineering Co. P.A., gig Soundside Rd, Edenton, NC 27932 BC Live 10.0 pS f TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 psf v4.7.32-63701 tj I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:GRDiS Qty:l DESIGN INFORMATION Thu design Is for an indiwidml Wilding component and hm been bated on lydor atlon pm-;&d by the dxnl. The desgner disclaims any respatstbiliry for Eacages a result of faulry or incorrect Inlbrmotion Weeifl ations and/or des)pa famished to the trim designer b)• the client and the mwtnrm or atzu,sq of this tMenawllan u it may relate to a spank project and setxps in resI billry or -raises no control with regard to labriauon handling. shipment and installation or muses Thu Irim has been designed asan Inditidual Golding comI , in accordance, with ANSVIYI 1.1995 and NDSA7 to be Incorporated as part of the building design by a Building Designer. When miewed for oppro> l by the building designer. the design loadings th- must be de ded to be mm that the data shown are in agrtrmem with the local building codes. local climauc records for wind or trot, bads project specifications or special applied Imds Unless shown, inm has not been designed for amp or accept y loads The design assumes compression chords (top or bortom) are continuously hraeed b) sheathing units atle se wocined. Where bottom chords in rension art to lull) brad laterally by a property applied rigld celing. they should be braced al a ru s, rI- special of 10'-0' o e. Connector plats shall be mamdactaind front IO gauge hot dipped gehanind peel mining ASTM A 633. Grade 40. unless otherwise flown. FABRICATION NOTES Prim to hbrtolioq the Abriatm shall review this hawing to %vF* that this drawing is in confomonce with the fabri me. plans and to real,. continuing responsibility for each wtrincialon. Am discrepancies are to be pat in %riling before cutting or ubntatioa Plain still m be installed mar knotholes, knots or distoned grain Members shall be cut fw rlht finial wood to wood bearing. Connector plates shall be located on both faces of Ztrios with roils Mir imbedded and shall be )wi. abompinunlessothawueshownA3sJplateis5' wide s 4' long A 64 plate a 6' mile a l' long. Slats (holes) run parallel to the pale kngih specified. Dan", ciwe on coda nertibera s1Nl foci at the cflYraid of the webs unless othernY. shown. Connector plate arms ace raininturn ate Gard on the r shown and may need to be I sc - fa Dena). handling s idror erectbn caress This truss Ism to be fabricated with fire rcmrdm treated 1mnber unless otherwise shown For additional informatmn on Quality Control refer to ANSVfPi 1.1995 PRECAUTIONARY NOTES NI biasing and en:alon nmoncMntiom art to be followed in accordance with eiagiied irduary publications Trustee are in be handled with pankubt art during balling and bundling. delhery and installation to nob darnage. Tcmpursry and permarent boring for holding trvf)a in a straight and plumb peanion sad f. resisting lateral forces shall be designed andiaaalledby ahem Careful handling u essential and erection bracing Is ahMi required Nortml precautionary action for tnna requires such tempo try bracing during imtallauoo banes. tropes to mold toppling and domincnng. The mpentsion of,ration of tnmcs shall be abler th oamnal of persoro etpercaed is the installation oftntsxa. Profesioiul sdwice shall be sought if needed Concentration of conanxtion lands treater than ih design toads shall not be applied to immint at ony time. No loads War bun the weigh of th rman shall be applied to trusses until after all Imcning and brsong is TC: 2x 4 SP 02 BC: 2x 6 SP R2 WB: 2x 4 SP N3 2x 4 SP #2 2- 5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, Her 15. 0 ft, Ier 1.00, Exp.Cat. B, Kztea 1.0 Bld Type= encl Ler 14.7 ft W= 14.3 ft Truss in INT zone, TCDLes 0.0 psf, BCDLer 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES (Ib) - Max Compression/Max Tension TOP CHORD 1-2=-1069/722,2-3=-2114/771, HOT CHORD 7-6=-571/885,6-5=-558/868, 5-4=- 628/1836, Webs 6- 2--330/429,2-5=-83/1148, 4-5- 3 0-6- 6 I f I I 789# 8. 00" Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Ce2= 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(a): 2 TC. .. FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 1069 0.41 C 7- 6 885 0.42 2- 3 - 2114 0.50 C 6- 5 868 0.58 5- 4 1836 0.71 WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 6- 2 429 0.14 C 2- 5 1148 0.21 7- 4- 6. 00 2 4x6 Joint Locations 1) 0- 0- 0 4) 14- 4- 0 1) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 4- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0-10- 8 -46 14- 4- 0 BC Vert L+D -40 0- 0- 0 ' -40 14- 4- 0 Concentrated LBS Location BC Vert L+D -1403 13- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift 7 Type 0- 4- 0 1 789 -11 -673 B Pin 14- 2- 3 1 1887 0 -584 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr--------GLOBAL MAX DEFLECTIONS--------- CLL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.06/771-0.14/999 5-6 Horiz. 0. 01 0.03 NA Max DL Deflection L/999 - -0.07 Long term deflection factor = 1.50 0-0 6.00 3 4- 2- 6 0-8- 6 t a CM I I 18879 3. 63" T_7 14-4- 0 r 7 6 5 4 10- 14- 4-0 0-II- 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 1403# Scale = 0. 3634 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRXWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: GRD1S Maronda Systems must shown Brodngst wmmlhisdnningismermimbmang, wnndbmiry.pa IbmngorsimllarbmnguTichisaponof Dsgnr:TLY Chk: 8/5/2006 the building design and which mbe considb) the building designer. Bracing shois for lateral support art ron membcn only io reduce buckling length. Pmwisiom must be nude to ombor lateral bong ai ends and specified TC Live 16 . 0 psf Lbr DF • 1. 25 wee Ioallonidetermined by the buildingdalgner. Additional bmcinl dih mtnll ar xmm ma, be required, (Sm tffB-91 P ' of TPI),Fwg=iheinmhroeingrequimments. contra building designer Roos Plate Institute. TPI a located at 513 TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY D'Onofrio Orem Mndison. Wisconsin 53719). Sanford, FL. 32771 Componcnl Engineeringby:Taos Engineering Co.PA.gig Soundside Rd. Edenton. NC77932 BC Live 10.0 psf O C 2- 0- 0 407) 321-0064 Fax (407) 321- 3913 TPI-02/FBC-04 TOMALS PONCE P.E. LICENSE 1100050068 BC Dead 10.0 psf Code: FLA 3C7 Msdalnon PL Chuluota, FL 327C4 1 TOTAL 43.0 13sf V4 . 7 . 32-63705 Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobe\ARLK\ARLK\GRD1S.prx I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS1 Qty:l DESIGN rNFORMATION This design is for an indtndml building conpmreru and has been based on information presided by the duos. The designer disclaims any msporarbili y for damages a a result of hdq or incorrect infonsalior. speeiralloa t adlor designs famished to the tma designer by the client and the mnmmea or a¢waq• of this bdosuation a It may rt We W a tpr edle prupat and at-M ou resporubdiry or e.,dm no control pith regard to fabrication. handling, shipment and installation of tram This tram has been d dprd as an Indhidoal building component to accordance with ANSVfPi I-I"3 and NDS-97 to be incorporated u pan of The building design by a Building Designer. When mined for approval by the building aesigrer. the design loadings -.roan cow be WCW to be ma that The data shorm art to agt.ment Milt the local Wilding codes. best climatic records for hind or ssom Inds. project spmilfations or special applied lads. Unless aMm. umss has ea been designed for storage or occupancy loads The design assumes cmnpmealpn chords (top a broom) are continuously 6need by sheathing unless chemise specified. Wbm bona clear I in tenon as ea Hilly broad laterally by property applied rigid ailing, they -laud be broad at o ma,eimum sp: ctng of 10•4- o C. Connector plies aamshall be malaed from 20 pop hot gah"meed sal mining ASTM A 653. Grade 40. unless dhemtse shorn. FABRICATION NOTES Prior to fabrication. the fabricator that] min this droning to conk that this daring ism conformis- pith the tatric lee. plan and to realty a continuing responsibility for such inflation Any dimmpancles art to be pat in .citing before riming or fabrication nano shall nor be ins illcd mar knotholes. knots or disomd grain. Members shall be cm fro tight fluing mood to nood besdng. Coe ..ctor plain shall be bated m bah faro of the truss miih sib rally Imbedded and hall be sea about Illejni. l unlesschemise shames. A 5%J plme Is Y nide s J• long. A 60 plate is 6' side a a- long Slras (hues) ran parallel to the place lenph spmfled Doable cuts on nab members stun min at the cemrod of the nV. unless oche- damn. Connector plate sin are minimum sm based m the form sham and may need to be tnt tated for grain handling and/or erection Theses. This Inua is ran to be fabricated r% th rare retardant treated lumber an ralermise slew- For additioul infernauoo on Quality Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and erection rer»mmendations are Ica be rationed in accordance niih accepted industry publications. Tian are to be handled with particular am daring bandmng and handling. deltsery and installation to Hold damage Temporary and permanent bracing for holding trusses in a straight and plumb position and fro m sising lateral form shall be designed and Insalledby cOers. Cordial handling is menial and erection bracing is alna)s required Noma] precautionary Deli. fro trunes requires inch Temporary bracing during irmaltolon beman trusses to noiel toppling and domireint The supervision of erection of utmes shall be andcr Oe coned of persons cnerieneed in the instal lotion of Irusa Prdmional advice shall be scr& V nreI Corramntion of commnetion bads grater than the design Inds shall not be applied to tames s any elms. No loads other than the night of the Craton shall be applied to troves until and all ravening and bracing it completed TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 21c 6 SP 02 10-11,9-10,8- 9 WB: 2x 4 SP #3 2x 4 SP # 2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kat- 1.0 Bld Type= encl L- 40.0 ft War 40.0 ft Truss in INT zone, TCDL= 0.0 pef, BCDL- 0.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..SC. ..FORCE..CSI. 1- 2 -5277 0.48 A 12-11 4789 0.77 2- 3 -4060 0.54 A 11-10 4796 0.87 3- 4 -3684 0.31 A 10- 9 3682 0.50 4- 5 -4062 0.54 A 9- 8 4795 0.86 5- 6 -5276 0.48 A 8- 7 4788 0.77 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 304 0.12 C 9- 4 1476 0.47 2-10 -1049 0.83 C 9- 5 -1047 0.83 3-10 1476 0.47 C 5- 8 303 0.12 3- 9 3 0.00 C Face = 0- 2- 8 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcaaee have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2- 10,5- 9 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(a) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 81' o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14-0" Cr--------GLOBAL MAX DEFLECTIONS--------- CLL TL C in./Ratio in./Ratio Jnt(a). C I.Span- 0.49/944-0.97/479 10-11 Boris. 0.33 0.64 NA Max DL Deflection L/971 = -0.48 Long term deflection factor - 1.50 oint Locations 1) 0- 0- 0 5) 30- 8-10 9) 22- 2- 0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 11- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 8-10 12) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Hori: Uplift Y Type 0- 4- 0 1 1760 0 -1192 B Pin 39- 8- 0 1 1760 0 -1192 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2--5277/3234,2-3=-4060/2524, 3-4--3684/ 2421,4-5--4062/2523,5-6--5216/3234, HOT CHORD 12- 11=-2835/4789,11-10=-2831/4796, 10-9=-1996/ 3682,9-8=-2832/4795, 8-7=-2835/ 4788, Webs 11-2=- 103/304,2-10=-1049/803, 3-10=-799/ 1476,3-9--1/3,9-4--798/1476, 9-5=-1047/ 804,5-8=-103/303, 17- 5- 0 5-2-0 17-5-0 1 2 3 4 5 6 G.00 -6. 00 3.00 1 LiiL 9- 2-14 0-6-6 Face =0-2- 8 0-8-0 0-8-0 1760# 8.00" 1760a 8.00" 17-10- 0 4-4-0 17-10- 0 0- 0 8 2 1 0 40-0-0 0 0 8 EXCEPT AS SH & TES ARE MiTek MT20 (R 9) Scale = 0.1532 OF st WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shonomthis draringIsnoierection bracing. nind bracing. portal bracing osimilar bracing which isapanof the Wilding design and much must be considered by the Wilding design Bracing shonm is for lateral support of Ism members only to red= buckling length. Proitions mars be made to anchor lateral bracing at ends and specifiedIF locationsdeteuned by the Wilding de:tgeor. Addotaal bracing of the mcrall structure may be required. (See MB-91 DOnof oD Madimfic um bracing rcasint53719 nus. contact drnpdeugn(TnaPlalelnlml4 TPI isbated a15g1 Comporenl Engineering by. Truss Engineering Co. P. A., gig Soundside R4 Ednlon. NC 27932 Eng Job: Dwg: Da r TLY Chk WO: ARLK TI: HS1 8/5/2006 Maronda Systems Live TC Li16 . 0 psfpTC Dead7.0 Hf p BCLive 10.0 psf BC Dead10. 0 psf TOTAL 43.0 psf Lbr DF : 1.25 Plt DF: 1.25 O.C. : 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4 . 7 . 32-63709 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050068 247 Maidaillon FL Chulueta, FL 3274C Desion: Matrix Analvsis Profile Path: C:\TEE-LOK\ Work\Jobs\ARLK\ARLK\RSl.erx l I ' Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS2 Qty:2 DESIGN INFORMATION This design is fa an indhiduai building mmpon[nt and has been bared on Information prodded by the client. The designer disclaims any responsibility for damages as a result of fkdty or t..meet idornution specifications and/or "Ins Iormihed to the trim designer by the client and the mrr¢ua•ss a accaracy of this Information as it may rehire to a specific project and oaepts no responsibility or ecerdm no central mth regard to ebriestion. Merit"g, shipment and .woluttion or.rusa This true has been designed as an IMnidual Wilding eomponeat in xcadarce nigh ANSVTPI 1-1"3 and NOS•97 to be incorporated u pan of the building design by a Building Designer. When mined for apprenil by the building designer, the dpped loadings sedan must be checked to be sum that the data sham art cal agreement nith the local Wilding cadet local climatic nmrds fa rid a sins loads. projen speeiflcariore or special applied Inds. Unless shoamL hire has not been designed fa storage a occupancy bads. The design assume compreDian chords (top or ban=) are camiaanaly traced by sheathing unless ahemse specified Where barlao chords in letmaa are nee hilly bred latcmll, be a pro" applied rigid ailing. they should be braced al a masimum special or 10d' o C. Connector'Plata shall be mandxmred from 20 pup hot dipped gal-dircd steel mating ASTM A 633. Grade 40. unke alhemise shone. FABRICATION NOTES Prior to fabrication. the fabricator droll minds this droning to senfy that this drancing u in cadormarre niih the hbricatof. plans and to ralize a continuing responsibility fa each verillati m Any dirneponcia am to be fat in nsidng before hating or hbncation Plates shall not be installed ocer knotholes. knout or donated grala Member shall be cm fa tight fi tail need to u cod bearing. Connector pLues shall be bated on bah has of the uue mth m is fully imbedded and shall be sym. about Ili joim .Ness othermisedrown A 5cs plan i. P wide a A' lost/. A 64 pine iiV wide e C long Slots (holes) run panikl ro the plate kngh Naificd Double cutson wtb nxtMcn dull rrcn a the amroid dYlho need .hire othnwise shorn Connccior plate tiers sure minimum din based on the form doom and may need to be Increased for awn handling ardAx erection sires. This truss ism to be fabricated wmtb fire raardam treated bumbn unless athomse shoran Fa adduroml information on Q ilia Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be fdloo d In accordance with ooccI ed industry publications. Teases am to be handled nith particular arc during boding and bundling. dclncry and installation to nmd damap. Temporary and permanent bracing for holding Irussn In . samighl tad plumb position and fa resimng lateral forces shall be designed and installed by ahm Careful handling is essential and anion bran,( is ahrys required Normal preaulioraly anion fa tme0 rtquires such tempest bracing during haWhlla bchmen Inesses to void tippling and dominoing The supervision or erection of tmsa shall be ads rho mood d persons eaperierced in site InsW taim of truism, Professional adtsa shall be sought feuded Cacxnimion dcansituctbn lords grater thin the "go bads slWl m be applied m bass at any Ilene No Inds am than the right of the clttmn Ball be applied to tonnes omit alter all hsmaing and brocing is completed TC: 2x 6 SP 02 BC: 2x 6 SP #1 D 2x 6 SP # 2 10-11,9-10,8- 9 WB: 2x 4 SP #3 2x 4 SP # 2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, H= 15.0 ft, Ier 1.00, Exp.Cat. B, Kztea 1.0 Bld Type= encl Lea 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSi. Cr ..BC. ..FORCE..CSI. 1- 2 -5274 0.48 A 12-11 4783 0.77 2- 3 -4199 0.52 A 11-10 4795 0.85 3- 4 -3781 0.34 A 10- 9 3779 0.58 4- 5 -4200 0.51 A 9- 8 4795 0.85 5- 6 -5274 0.48 A 8- 7 4783 0.77 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 274 0.11 C 9- 4 1506 0.48 2-10 -918 0.65 C 9- 5 -916 0.65 3-10 1505 0.48 C 5- 8 273 0.11 3- 9 2 0.00 C Face ca0-2- 8 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcasea have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2- 10,5- 9 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14r-0" Cr--------GLOBAL MAX DEFLECTIONS--------- CLL TL C in./Ratio in./Ratio Jnt(s). C I.Span- 0.47/979-0.93/496 10-11 Horiz. 0.32 0.64 NA Max DL Deflection L/999 - -0.46 Long term deflection factor - 1.50 Joint Locations 1) 0- 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10- 14 6) 40- 0- 0 10 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 31- 1- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Soria Uplift Y Type 0- 4- 0 1 1760 0 -1203 B Pin 39- 8- 0 1 1760 0 -1203 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-5274/3277,2-3=-4199/2650, 3-4--3781/ 2515,4-5--4200/2650,5-6--5274/3277, HOT CHORD 12- 11=-2875/4783,11-10=-2875/4795, 10-9--2105/ 3779,9-8--2875/4795, 8-7--2875/ 4783, Webs 11-2-- 99/274,2-10=-918/718, 3-10=-817/ 1505,3-9=-1/2,9-4--817/1506, 9-5=-916/ 719,5-8=-99/273, 16- 8- 0 6-8-0 16- 8- 0 1 2 3 4 5 6 6.00 6. 00 3.00 1 - 3.00 8-10- 6 0-6-6 Face = 0- 2- 8 080 08-0 1760a 8.00" 1760# 8.00" 16-11-11 6- 0-10 16-11-11 2 1 0 0 0348 40- 0-0 0 0 8 EXCEPT AS SH - 3PLATES ARE 12iTek MT20 (R - 3- 9) Scale = 0.1539 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: DWg: TI: HS2 Maronda Systems -radnSshmnwthidmtvinlispoermmb= n& indbnx-in& lMalbracing or similar bracing rehkhisaPon of Dsgnr'TLY Chk• 8/5/2006 the building design and uTkh , rem be considered by the building dmgna Baring damn h fa talam suppon of tries members only to reduce buckling length Prmislons most be made to anchor lamml bracing at ends and Mccalied Lbr DF . 1.25 locations determined by the building designer Addilnoalbmnngdihemwiltim=mrrLoyberequimd (Sec HIB•91 TC Live 16.0 psf of TPI) Fm zpmirc tress brodng mqujm=nM antra budding d-g.,.(Tnnss Plata l w.l l.. TPI I. located m 5l) TC Dead 7.0 0 psf Pl t DF : 1.25 4005 MARONDA WAY D'Onofm Drise, Mariana. Wixpnsin3)719) p Sanford, FL. 32771 Component Engineering by: Truss Engineering Co. P.A., 3I3 Sciandside Rd. Edemon. NC 27932 BC Live 10.0 psf O.C. : 2 - 0 - 0 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE 000050068 BC Dead 10.0 psf Code: FLA 367 Medallion FL Chuluota, FL 32766 TOTAL 43.0 PSf V4 . 7. 32-63715 Desien: Matrix Analvais Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\HS2.nrx Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS3 Qty:l DESIGN INFORMATION This design is for an irdhidual building eomponem and Ins been band an information presided by the client. The designer disclaims any mcpambility fa dints as a result of faulty a incorrect infomurtion specification; atdla designs famished to the titan designer by the clicm and the wrreTTmm or accuracy of this informmion sac it rune) relate in a specific ismicet and accepts no respooanbnlrn a evereian no ward uilh regard to fabrication handling. shipaem and irmallmion of innate This truss too been designed u an irdnidual building wmpont nt in a®rdvcs nith ANSVIPI 1.1993 and NDSA7 to be incorporated as Inn or the building design by a Building Designer. When aim aid fa a -.I by the building designer. the deign loadinp slam must be choked to be are that the data shorn tire in agreement with the 1=1 building coda 1 =1 dimatic records fa al a awn loads, pmpo spmflcatroro or special applied loads Unless shown truss has not been designed fa %IMF or oaapacy loads. The design assume wmprcuwn cho, (top a batsan) re comin ously browd by shcathing udm chemisespecifled. Where bottom chords in tension are nor tilh• braced laterally by a properly applied rigsd ceiling, the) -Mudd be brnoad m a maTlmrium spacing of IQ-0' o c. Concrete plain shall be mamdactured from 20 gauge hat dipped phinired seal meeting ASTM A 633. Grade 40. untm dbemse shoum FABRICATION NOTES Prior so fabrication the hkbrlcata w11 mien this draning to verify Out this draping is to conformance nit]: the hbricames plara and to r=lin a eominoing respOseci ifity fa such %,erdacation. Any arerepareln are to be pre in "Tiling befog curling or fabrication Flaea shall not be installed my knaholn, know or distorted grain Members shalt bean fa right fitting noed to woad bearing. Connector plates shall be located on bah faces of he trot with nalls nary imbedded and shall be s)m. about the John t dm ahcmise sho"m. A STa plate is 3' nick T a' to.& A 6T11 plate is V wide T 9' long Slots (hater) ran parallel to the plate length specified Do(ble cuts on wee members shall mai in the eentroid of the "d . nrden ak- a doss Connectorpole des are mlithman daa basedon the form shoran and ouy roed lobe increased for amain handling amWur erection nri as This tam is era to be fabricated with fire retardant treated lumber unless oiberniae shone. For dditiomh infarmuicn an Quality Control refer to ANSVrPI 1.1993 PRECAUTIONARY NOTES All tracing and cracion recommendations are to be fdbned in xcadance pith seeped indu"ry publications Truax are to be handled nith particular we during banding and buirdling, delnere and hmallatian to mold dams, Tcmpararyand permsnem bracing fa holding ter® in a straight and plumb position and fa resisting lateral form shall be designed Dad installed by others. Careful handling is essential Dad erection bracing is atnv) i required. Normal pre aurmcury action fa times requires such temporary bracing during installation bar Ten ter® to aioid toppling aia domiromg. The vV-ision of erection of irussm dull be under the control of person experienced in the i"Milataa of arise lore comes ache am[] be sought if needed Caeemration of wmtr ction Iwd, granter than the design loada shall out be applied to trouser; .1 any time. No teach other than the height of Its erectors shall be applied to Biases until after all fastening and bracing is completed TC: 2x 6 SP # 2 BC: 2x 6 SP N1 D 2x 6 SP N2 10-11,9-10,8- 9 WB: 2x 4 SP N3 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, CAC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL- 0.0 paf, BCDL= 0.0 paf Impact Resistant Covering and/ or Glazing Req WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 11- 2 221 0. 09 C 9- 4 1551 0.50 2-10 -687 0. 60 C 9- 5 -686 0.60 3-10 1551 0. 50 C 5- 8 221 0.09 3- 9 1 0. 00 C 5-4-0 6. 00 8- 3- 12 0- 6-6 3. 00 Face = 0- 2- 8 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC- 00 R301.4. MULTIPLE LOADCASLS -- This design is the composite result of multiple loadcasea. User defined loadcasea have been considered in this design. FORCES ( lb) - Max Compression/ Max Tension TOP CHORD 1-2 5258/3320,2-3=-4428/2836, 3-4--4009/2687, 4-5=-4428/2836,5-6=-5257/3320, HOT CHORD 12-11-- 2915/4761,11-10=-2922/4783, 10-9=-2305/4009, 9-8--2922/4782, Cr 8-7--2915/ 4760, C Webs 11-2-- 92/221,2-10=-687/569, C 3-10--838/ 1551,3-9=0/1,9-4=-838/1551, C 9-5=-686/ 568,5-8=-92/221, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.52/ 899-1.02/455 4-3 Horiz. 0.32 0. 63 NA Max DL Deflection L/ 924 - -0.50 Long term deflection factor = 1.50 9-4-0 Joint Locations 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- a- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 9- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift Y Type 0- 4- 0 1 1760 0 -1216 B Pin 39- 8- 0 1 1760 0 -1216 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -5258 0. 48 A 12-11 4761 0.77 2- 3 -4428 0. 44 A 11-10 4783 0.84 3- 4 -4009 0. 52 A 10- 9 4009 0.75 4- 5 -4428 0. 44 A 9- 8 4782 0.84 5- 6 -5257 0. 48 A 8- 7 4760 0.77 15-4-0 6. 00 3.00 8-2- 6 0- 6- 6 Face = 0- 2- 8 0-8-0 Ir LO- 8- 0 1760H 8.00" 1760# 8.00" 15-7-11 Ic 8-8-10 15- 741 0- 48 2 40 40-0- 0 01101 R - 3- 9) (0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1585 Maronda Systems 4005 MARONDA WAY , Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OW0050068 267 Mod2fDon PL Chulueia, FL 32709 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shmin on this draping ism erection Mang. ivind bracing, portal timing or similar bracing nt ich Is a pan of the Wilding drop and % 6kh must be oamideredby the building daiger Bracng dioiin is fm Interal support of truss members only to reduce buckling length P-10rol must be made to arolnr Literal brarng or ends acid specified locations determined by the Wilding designer. Additional bracing of the merall structure may be required, (See HIB•91 afTPI),For specific trust bracing requirements, contact budding desigrer.iTruss Plate Insttum TPI is located at 373 D'Omfno Dnw. Madison Wisconsin 33719) Component Engineering by: Teas Engineering Co, P.A,, g If Soundside Rd, Edemon, NC 17932 Eng Job: WO: ARLK DWg: TI: HS3 Dsgnr:TLY Chk: 8/5/ 2006 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4. 7.32-63721 una>.Qn: ram crix --ysia erori.Le Yarn:k::\TL''G-LVK\WOIK\JODa\ARLK\ARLK\BS3.prx I I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS3A Qty:l DESIGN INFORMATION This design is fa an indhidoal building component and has been lined on information presided by the client The designer disclaims say respasiWily for damages u a result of faulty in Incorrect infomauon, speanatiors and/or daps furnished to the trials designer by the client and the arrecutm or accuracy of this information as it may relate to a s, ill project and accepts no mWicabilily or coemises an antra oil regard to fabrimion handling, shipment aid Installation of lasses. This toss has been designed as an hndindcal building componed in accwdarce nith ANSVIPI 1.1993 and NDS•97 to ha inarp ed as pan of the building design by Bidldirrg Designer. When Tined fa oppresal by the building designer, the design loadings shave man be checked to be sure that the data shone are in agreement nith Ile 1=1 building coda teal climaticrecords for nod a dive lads. Pmjm specifications or special applied Inds. Unlm shown trim has eta been designed for storsp or occupuq leads The design names compression chords (top or baton) are amhnootWy brxd by sheathing unlm alieabe specified. %Vhae boom chords In Motion arc not wly broad lalcrmfl b) property applied ngd ailing, they should be brad at a maeinesm spacing of 10'4a o e. Connector plaza shall be rwtmfaoused from IO gauge hot dipped phimixd god meang ASTM A 653. Grade 40. unless ahemise shorn FABRICATION NOTES Prior to fabriatic a. the fabriara Shall Tied' this droning Ion \iaif) that this denying is in ismi-Mae with the 6bnctroes palm and to mall e a continuing responsibility for such \erinaiion. AM discrepancies art to be pea in %riling before cutting or fabrication. Pbt= shall nor be Installed sic tan Mks, knots or diverted grain h e the shall be ml fa Light fltung and to mood boring. connector plain shall be located on both faces of Mhe Ian uith mils fully imbedded and shall be yen, about the )dm a denchemisesown A 5cs pyre ls V wide x J- long. A 6A pb c is 6- wide x I' long. Slos (holes) run parallel to the pater length spaind Double cuts on web mxmbcn dull meet of the ceatrond of the webs unless aheaise [hone Canna plot, sizes are minimum sizes bared an the foam doom and need neto beincreased fa censin handling and/or creetion stresses. This lute t at to be sbriatd nth fire retardant treated lumber unless aherns sedan. For additional Infarmltui on Q\ alil. counted refer to ANSIRPI 1.1995 PRECAUTIONARY NOTES All binding and erennan rcmrro endatiort on to be rello%d in aeenrda ee pith accepted industry publications. Trusses are to be handled nsth particular art during herding and hurdling, dclhny and Installation to a\ ohd danage. Temporary end permanent bracing fa holding trnets in a o raiglu and plumb position and fa raining lstesal form shall be designed endimtalld by ethers Carcfd handling is eeentiol and erection bracing is ah a)s required. Normal preauliomr) Kim fa mess requires such temporary bracing during installnao berneen Mrusses to nod toppling and dominoing. The supentsion of erection of trusses shall be under the antra of persons experienced in the mstdlstion of tmua. Professional Whim shall be sought if needed Concentration of anstrueton Inds great= than the design Inds dull nor be applied to trusses nary time. No Inds other than the neighl of the erection doll be applied to trusses until after all fapening and bracing is completed TC: 2x 6 SP # 2 BC: 2x 6 SP # 1 D 2x 6 SP N2 10-11,9-10,8- 9 WB: 2x 4 SP N3 2x 4 SP 82 2-10,3- 9,5- 9 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, CiC, V= 125mph, B= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Eld Type- encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL- 0.0 psf, BCDL- 0.0 paf Impact Resistant Covering and/ or Glazing Req WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. 11- 2 221 0. 09 C 9- 4 1551 0.50 2-10 -687 0. 60 C 9- 5 -686 0.60 3-10 1551 0. 50 C 5- 8 221 0.09 3- 9 1 0. 00 C 8- 3-12 0- 6-6 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC- 00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 5258/3320,2-3=-4428/2836, Cr 3-4=-4009/ 2687,4-5=-4428/2836,5-6=-5257/3320, CBOT CHORD 12-11=- 2915/4761,11-10=-2922/4783, C 10-9=-2305/ 4009,9-8=-2922/4782, C 8-7=-2915/ 4760, Webs 11-2--92/ 221,2-10--687/569, 3-10--838/1551, 3-9=0/1,9-4--838/1551, 9-5=-686/568, 5-8=-92/221, Joint Locations 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 2-14 4) 24- 8- 0 8) 31- 9- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift If Type 0- 4- 0 1 1760 0 -1216 B Pin 39- 8- 0 1 1760 0 -1216 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -5258 0. 48 A 12-11 4761 0.80 2- 3 -4428 0. 44 A 11-10 4783 0.87 3- 4 -4009 0. 52 A 10- 9 4009 0.75 4- 5 -4428 0. 44 A 9- 8 4782 0.84 5- 6 -5257 0. 48 A 8- 7 4760 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.52/ 899-1.02/455 4-3 Horiz. 0.32 0. 63 NA Max DL Deflection L/ 924 - -0.50 Long term deflection factor - 1.50 15- 4- 0 9- 4-0 15- 4- 0 1 2 3 4 5 6 Face = 0- 2- 8 0-8-0 1760H 8.00" 9) COSMETIC PLATES (2) 3X5 ( 16)2X4 6.00 6.00 3.00 -3.00 8-8-10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ion d a Systems Bracing &boon an this droning is eta erection a n bracing. nind bracing, pal bracing similar bracing o hich is o part of the building design and,, hich mud be cormderd by the building designer. B-ing done is fa b feral support of truss member only to rdua buckling length. Prmisions must be made to nnehor lateral bracing at ends and specified lo=lims determined b) the dulding designer. Addilio=l bracing of the memll arucrum mop be required (Sec HIB.91 of TPI) Fm spmiOc lots bracing rquime niL mnixi Mildingdengner (Tee Plant Instinite TPI s tidied m 5I3 4005 MARONDA WAY DQfrio Dnm. Madison, Wisamin 33719) Sanford, FL. 32771 Component Engineering by: Tram Engineering Co, P.A., gig Soundsidc PA Edenton. NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE W0050068 267 Medallion FL Chuluois, FL 32746 15- 7-11 8- 2-6 0- 6- 6 Face = 0- 2- 8 t.0- 8- 0 1760N 8.0.000" Rb- 3- 9) Scale = 0.1585 Eng Job: WO: ARLK Dwg: TI: HS3A Dsgnr: TLY Chk: 8/ 5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf lCode: Design: Matrix Analyeia Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\HS3A.prx I I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS4 Qty:l DESIGN INFORMATION This deign is fa an Indnidml building component and has been based an information prmided by the them The designer disclaims any responubibp fa damages as result of faulty or incorrect Infomation. specifications are fin designs famished to the into designer by the client d she emwemnea or .manly of lhi. I na-flan as I, may mime to a specific project and aaepls an rapmsibility a e<vciso an control with mpme m fabrivtias hmd1ing, shipment and instal Winn of tracer This teas hen been designed a an indnndeul building mmporcnt in a000ndarce with ANSV)PI 1.1993 and NDS•97 to be iecorponned a pan of the bolding deign by Building Designer. Where mimed for apprail by the building designer• the deign loadings shone mans be checked to be me that the data &boom are in agreement oath the local balding codes, loot climaic records fa Mail a smen )ads, project speoBotions or special applied loads. UNen shorn Inns has not been designed for storage or occupancy bads. The design assmnes compression chords (top a batam) are wmimnmasly Oractd by sheathing unless othemin specified. Where bottom chords in tension ere one fully heated Werally b) a properly applied rigd ceiling, they should be be .1 a mareneum spacing of 10'-0- o e Connector plates shill he farm.«! hero 10 pup ha dipped phaniced stet meeting AST1.1 A 63). Gn ide 40. union othnmtic shomm. FABRICATION NOTES Perot to fabrication. the fabmecalar shall mini this rimming to-dy Hun this deutng is in wnforma ice with the hbeiotor's plans and to earlier a omimdng responsibility for such wnfiotron. An) eliscreponcies as to be put in suiting berme tuning or fabrication Plana dull nor be installed eel knotholes, knots or distorted grain Membrn &lull be cat fw %ghl Nung woad to lmod bearing Comma plain stall b lorncd em bah fans d the in ce, nub wet fully imbedded and shall be ram. about deem unless othemue sham A 3ot plate n S' aide e J• long, A 6%2 plate Is 6' mtde a S' long Slots (holes) run parallel to the plate length specified. Double curs on mb mcmbm shill meet at the cemmid or the webs unless ail-ise stern Corrector plate si s are minimum sins based me the forte shonm and our need m be io[toad for certain handling and/or erection stresses. This our ism to be fabricated naith fire retardant treated lumber union a rise stamp For odifilanal information on Quality Ccemml refer to ANSViPi 1•1993 PRECAUTIONARY NOTES All lemming and section masnur indtliont art to be fotles,d in accordance nigh accepted Industry publicallone. Tneae art to be handled niU panicaW during banding tad bundling, d lht y and irestallatioe to amid damage. Temporary and permanent bracing for holding wine in aright and plumb position and fa reketng lateral form dull be designed and installed by aleers. Careful handling is essential and amion bracing is stays required Normal precautionary action fa vueo requires such temporary luring during installation bcm-lames a amid toppling AM domineering. The tape % sion of serum of Ndacs shall be uMn Ihe ormeol of errors ecperumsd in the installation of trustees. Pre lbmonal Who shall be sought if needed. concentration of mednction kinds greater than The design leads cut) net be applied to Iruues at any Lim. No Inds other than the %right of the ereelor& shall be applied to insist until after all fastening and beaming is TC: 2x 6 SP 02 BC: 2x 6 SP #2 WB: 2x 4 SP N3 2x 4 SP #2 4-13,6-13 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Eafp.Cat. B, Kzt= 1.0 Bld Type= encl L= 40.0 ft W= 40.0 ft Truant in INT zone, TCDL- 0.0 paf, BCDL= 0.0 pelf Impact Resistant Covering and/or Glazing Req TC. .ArORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5119 0.49 A 16-15 4608 0.92 2- 3 -5102 0.48 A 15-14 4689 0.81 3- 4 -4570 0.36 A 14-13 4152 0.60 4- 5 -4572 0.37 A 13-12 4153 0.60 5- 6 -4572 0.37 A 12-11 4690 0.81 6- 7 -4572 0.36 A 11-10 4608 0.92 7- 8 -5103 0.48 A 8- 9 -5120 0.49 A 7-7-12 0-6-6 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 FORCES (1b) - Max Compression/Max Tension TOP CHORD 1-2--5119/3294,2-3=-5102/3276, 3-4--4570/2971,4-5=-4572/3055,5-6=-4572/3055, 6-7=-4572/2972,7-8=-5103/3277,8-9=-5120/3294, SOT CHORD 16-15=-2885/4608,15-14=-2872/4689, 14-13=-2423/4152,13-12--2424/4153, 12-11--2873/4690,11-10--2885/4608, Webs 2-15=-77/146,15-3=-58/165, 3-14=-486/429,4-14=-903/1545,4-13=-323/487, 13-5=-261/298,13-6=-322/486,12-6--904/1547, 12-7=-486/429,7-11--58/165,11-8--77/146, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span-0.47/989-0.92/501 5 Horiz. 0.32 0.64 NA Max DL Deflection L/999 = -0.46 Long term deflection factor ea 1.50 Joint Locations 1) 0- 0- 0 7) 30- 3- 7 13) 20- 0- 0 2) 5- 5- 3 8) 34- 6-13 14) 14- 3-11 3) 9- 8- 9 9) 40- 0- 0 15) 7- 6-14 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 32- 5- 2 4 6) 26- 0- 0 12) 25- 8- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1222 B Pin 39- 8- 0 1 1760 0 -1222 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2-15 146 0.06 C 13- 6 486 0.25 15- 3 165 0.07 C 12- 6 1547 0.50 3-14 -486 0.23 C 12- 7 -486 0.23 4-14 1545 0.50 C 7-11 165 0.07 4-13 487 0.25 C 11- 8 146 0.06 13- 5 298 0.08 C 14-0-0 12-0-0 14-0-0 1 2 3 4 5 6 7 8 9 Face =0-2-8 0-8-0 w 1760n 8.00" 6.00 c-.o 6.00 3.00 1 LiiL 14-3-11 11-4-10 SH116- 3- 9) EXCEPT AS OWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n d a Systems Brxtng dhmm on this droning ism erection being, nind bracing• parent timing or similar bracing which is a pan of Ile building design need which mud be cansideed b) the building desegner. Bnxhng sham is for Imeml support of Inter members only to reduce tickling length Prmislom must be made to anchor late=] bracing at crds and spoifedd locations determined by the building designer. Addilierml bracing of the aerall druch e my be required (Set HID-91 of TPI),Fm specific into brewing malturemems, onus bolding designs (Tan Plate Indhme TPI is looted m )a) 4005 MARONDA WAY DOreahin Drime. hLidtson, Wrscansm 33119) Sanford, FL. 32771 Component Engneenng br: Tito Engneering Co. P.A.. AIA Soundside Rd. Edenimn. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050060 367 Medallion PL Chuluoga, FL 32766 Desicn: Matrix Analvais Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\HS4.orx 14-3-11 7-6-6 0-6-6 f el Face = 0- 2- 8 0-8-0 1760H 8.00" 9) Scale = 0.1549 Eng Job: WO: ARLK Dwg: TI: HS4 Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 vsf v4.7.32-63733 I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS4A Qty:l DESIGN INFORMATION This damn is fa an indhidual building tat mpo eat and ha been based on Information presided by the client. The desiprtr disclaims any responsibility far d.-Ses as s 11 of faulty or incorrect utfomulion. spmfnatons aedfor deigns famished to the emss designer by the client and the earr¢tsum or ae-r y of this In(b-firm as It may mole to a specific project and aerzptf no responsibility or -im no mmrol mth rprd to hbnolion . handling. shipment and mstmlblion of trusses This Ir ms has been designed a an indnidual building component in secordaree with ANSVTPI I-1993 and NDS-97 to be mmrporated a part of it. bnsldsng damn_ by a Bolding Designer. When reviened for apprmnl br the bauidtng designer. the design leadinp shomt muse be Checked to be sae that the data shonei are in agreement Milt the loot building coda, loot elinalic records for uirtd or soon loods, project tpecafeatlons or special applied loads. Unkss store nose has not been designed for storage or oecoparcy, loads. The design amines compression ehords (lop or banns) art WNinnnusly bead bysheathingunleaahcmifespenned Where bottom chords In tension are not idly hexed laneralt by s pmpeay applied rigid ailing, they should be broad at a ondnom spoeing of 10-0' me. CoNenv plats shall be mamtfaerumd from 70 pule hid dipped gahwited steel greeting ASTM A 653. Grade 40. unless alerri s thotm FABRICATION NOTES Prior Io 66riatione the fabAestor shall mien this dnr%, g to tenfr that this dining is in mnfarnanoe pith the fabriauses plans and to rea1(re a mWmnng responsibility fa such ma -dent. My discxparcta are to be Put In enitinl before mn(nl or fabflation Plata shall not be Installed men knotholes, knots or distorted Vain. Meribei thae be ens for light ruing mad to rmod baring. Con evor plain shill be looted on both fans of the I= Mth colts fully imbedded and shall be sym. sbota the joN unless ethcmisc shown. A Scl plate Is 3' aide ,t 4' long. A 6ct plea is 6' n ids y g' bung. Sle a (holes) nsn parallel to the plase length tpedfled. Double eon on web members shall meet at the annmid of nbe mobs unless otherwise shone. Com mar plate sum are minimum din loosed oa the forms shmsm and may mad o be Inuosed fa amain haMung aMla nation stresses. This seas is not to be fabrlated nith rim retardant treated lumber unless ahert ise shrnm For adEluonal information out Quality Control refer to ANSVIPI 1.1995 PRECAUTIONARY NOTES All boxing and erenion rxvnmertdmions ore to be Ibllotred in s osidaree with aeccpted i.&W y publiotions Trusses are to be handled mth panicutar sere during lauding and balling, delhery and Instillation to paid damp. Tenrnporary and immanent bracing fa holding In® in a aright and plumb position and for reasung lateral forma shall be designed and installed by others. Careful handling is essential and ereelioo braory is always required. Norval prevutiowy anion for tresses requires such temponr) baring during Insallaton be., - trusses to mold toppling and dominoing. The sopmision of erection of mum shall be oridu the mmra of persons e erieteed In the Installation of trusses. Professional .dues shall be sought if needed. Conecn"Im oreemometion loads greater than the drop Ieods shall not be applied to trusses at any it= No hoods other than the weight of the enzters shall be applied to Insvcs unul after all fastening and bracing is mmptaed TC: 2x 6 SP N2 BC: 2x 6 SP N2 WB: 2x 4 SP H3 2x 4 SP H2 4-13,6-13,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CGC, V- 125mph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Kztea 1.0 Bld Type- encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL- 0.0 pef, BCDL- 00_ pef Impact Resistanti Covering end/or Glazing Req FORCES (lb) - Max Compresaion/Max Tension TOP CHORD 1-2=-5119/3294,2-3=-5102/3276, 3-4=-4570/2971,4-5 4572/3055,5-6=-4572/3055, 6-7=-4572/2972,7-8--5103/3277,8-9=-5120/3294, HOT CHORD 16-15=-2885/4608,15-14=-2872/4689, 14-13--2423/4152,13-12--2424/4153, 12-11--2873/4690,11-10--2885/4608, Webs 2-15--77/146,15-3--58/165, 3-14--486/429,4-14--903/1545,4-13--323/487, 13-5=-261/298,13-6=-322/486,12-6=-904/1547, 12-7=-486/429,7-11=-58/165,11-8=-77/146, 7-7-12 0- 6- 6 Face = 0- 2- 8 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasee. User defined loadcasee have been considered in this design. Bracing Schedule: Chords Max O.C. From To BC 48.0" -0- 8- 0- 14- 6- 8 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5119 0.49 A 16-15 4608 0.95 2- 3 -5102 0.48 A 15-14 4689 0.84 3- 4 -4570 0.36 A 14-13 4152 0.61 4- 5 -4572 0.37 A 13-12 4153 0.60 5- 6 -4572 0.37 A 12-11 4690 0.81 6- 7 -4572 0.36 A 11-10 4608 0.92 7- 8 -5103 0.48 A 8- 9 -5120 0.49 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.47/989-0.92/501 5 Horiz. 0.32 0.64 NA Max DL Deflection L/999 - -0.46 Long term deflection factor to 1.50 Joint Locations 1) 0- 0- 0 7) 30- 3- 7 13) 20- 0- 0 2) 5- 5- 3 8) 34- 6-13 14) 14- 3-11 3) 9- 8- 9 9) 40- 0- 0 15) 7- 6-14 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 32- 5- 2 6) 26- 0- 0 12) 25- 8- 5 In -Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1222 B Pin 39- 8- 0 1 1760 0 -1222 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2-15 146 0.06 C 13- 6 486 0.25 15- 3 165 0.07 C 12- 6 1547 0.50 3-14 -486 0.23 C 12- 7 -486 0.23 4-14 1545 0.50 C 7-11 165 0.07 4-13 487 0.25 C 11- 8 146 0.06 13- 5 298 0.08 C 14-0-0 12-0-0 14-0-0 1 2 3 4 5 6 7 8 9 G.00 6.00 3.00 1 L3±L 7-6-6 0- 6- 6 Face = 0- 2- 8 0-8-0 0- S- 0 17609 8.00" 17609 8.00" COSMETIC PLATES EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Ma ro n d a Systems Dating shown m this timing is not erection brsnng. Mnd bming, ponal bracing a similar braing which is a pan of the building design and much mua be eonsiderd by the building designer. Bracing shomm is for neslateralsupportofI nembers only to reduce buckling Length Preniaons must be mode to amhor lateral broeing a ends and spaifcd Intuitions determined by the building dedg er Additional bracng of the meoll aruerure nay be required. (See HIB-91 of TPI) For spetilk Icon bracing requirmemS =I= building dengner,(Truss Plate Institute. TPI is looted n1 513 4005 MARONDA WAY DOrofrio Dri.t. Madison, Wrxansin 53719) Sanford, FL. 32771 Component Engitenng by, Trm Enlinmring Co. P.A. gig Sourdside lid. Edenton, NC 37933 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE W0050069 367 Medallion PI. Chuluota, FL 32766 9) Scale = 0.1489 Eng Job: WO: ARLK Dwg: TI: HS4A Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 pef TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-63737 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\HS4A.prx Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS5 Qty:l DESIGN INFORMATION TNs deupl Is for an Indhidual budding component and has been band m inforumtion provided by the client The designer disclaims am• responsibility for d2maps as a romp a faulty or Inmrras Inforrowum. spairlatlms and/or daipts famished to the trim draper by the client and the imeartcn a aevraq• of this if -flan as it may reLue to a spedric pryers and sae, site respormbiBty or eaerciao no central math mpud to hbnattun, handling, shipmem and installation of tnusa This into has ban designed m an individual building damponem in accordance mth ANSVIPI 1.1993 and NDS- 97 to be incorporated as pan of the building design by a Building Designer. When mimed for approval by the building designer. the deign landings stone moat be chucked to be sure that the data them are in apantent aim the local building cods loin climatic records nor wind orsma loads, prejecs spesi7leatiam car spafal applied Inds Unless shoran, nak truss; has not been designed liar stoogeacorc or poTloadsThe design amnmcs compression chords ( top or bosom) as coruinmomly braced by sheathing unless otherwise specified. Micro bosom chards in tension art not fully boxed latmlh by a properly applied rigid ailing, they should be brrced all ma<imum spacing of IP Connector 0' oe. Coector plain shall be m arofamrM from 20 pugs hot dipped phanleed vcel mating ASTM A 653. Grade 40. tudess olberaise shown FABRICATION NOTES Prior io fabrication. the fabriator shall miew this dtaning to aL 4 that this draping Is in conforsima milt the fabdator' s plans and to malice a continuing raponsibilip for such venfallon. Any discrepancies are to be put in nviting before cutting or fabrication Plain sball nor be lulled trier knorhdcs. knots or diverted grain. Members dull be an for tight fining mood to mood baring. Connecter plain shall be located on both fxss of the inm with natb fall) imbedded and shall be s)m about the joint unless albernve shmva. A fN plate is 5' side s a' long. A 6c1 plate is 6' aide c 1' long Slob (halo) run parallel to the plate length specilled Double cols on mb meirdam shall met at the centroid of the neat unless orhemise thane. Conrcnon plate sires art minimum sits bated on the form dame and my need to be incit- hr aruln handling ud/a erection yens This unto it net to be hbr{aled math tire m ml2N treated lumber ualea othemve moan. For additional Inferiuuen m Qiuliq Central afer to ANSVTPI 1-199d PRECAUTIONARY NOTES All bracing tad erection nmmmetdations are to be Idlmed in accordance worm a¢claed industry publication. Tosses am to be handled aim particular cat during handmg and bundlmg, ddiv<ry and installation to neid damp Temporary and permanent bracing for holding tmacs in a s might and dumb position and for resisting lateral form moll be designed and installed b) others. Carehd hulling is eacniai and crcWm bracing is almqs required. Normal precautionary anion far s® bgdrs such temporary bracing during installation bemeen trusties to avoid toppling and domuotng. The sopcnism of cream of trusses dull be undo th amd al perms e eritoced In the mUlladon of Mean. Professioral whim shall be sought tf needed. Conamustion of tentlmaim loads grata than the design lon is shall nor be applied to tnton .1 env lime. No goods other than the weight of the crcemn shall be applied to trtmn until after all fastening and bracing is TC: 2x 6 SP N2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP 0-2 4-13,6-13 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 0.0 pef, BCDL= 0.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compresaion/Max Tension TOP CHORD 1-2--5044/3271,2-3--5073/3284, 3-4=- 4766/3106,4-5--5064/3362,5-6--5064/3362, 6-7=- 4767/3106,7-8--5074/3284,8-9=-5045/3271, HOT CHORD 16-15=-2860/4524,15-14=-2945/4756, 14-13-- 2575/4344,13-12--2576/4345, 12-11-- 2945/4758,11-10=-2860/4525, Webs 2- 15--58/185,15-3--67/151, 3-14=- 367/352,4-14--911/1553,4-13--503/784, 13-5-- 330/363,13-6=-503/783,12-6--911/1554, 12-7-- 367/352,7-11--67/151,11-8=-58/185, 12-8- 0 7 2 3 6.00 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have boon considered in this design. In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s): 13 TC. .. FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5044 0.48 A 16-15 4524 0.89 2- 3 - 5073 0.50 A 15-14 4756 0.82 3- 4 - 4766 0.36 A 14-13 4344 0.67 4- 5 - 5064 0.44 A 13-12 4345 0.67 5- 6 - 5064 0.44 A 12-11 4758 0.82 6- 7 - 4767 0.36 A 11-10 4525 0.89 7- 8 - So74 0.50 A 8- 9 - 5045 0.48 A 14- 8- 0 4 5 6 Joint Locations 1) 0- 0- 0 7) 31- 2- 1 13) 20- 0- 0 2) 4- 11-14 8) 35- 0- 2 14) 12-11-11 3) 8- 9-15 9) 40- 0- 0 15) 6-10-14 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 1- 2 6) 27- 4- 0 12) 27- 0- 5 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift Y Type 0- 4- 0 1 1760 0 -1229 B Pin 39- 8- 0 1 1760 0 -1229 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 2-15 185 0.07 C 13- 6 783 0.52 15- 3 151 0.04 C 12- 6 1554 0.50 3-14 - 367 0.15 C 12- 7 -367 0.15 4-14 1553 0.50 C 7-11 151 0.04 4-13 784 0.52 C 11- 8 185 0.07 13- 5 363 0.09 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span- 0.50/931-0.98/472 5 Horiz. 0. 32 0.64 NA Max DL Deflection L/958 = -0.48 Long term deflection factor = 1.50 12-8- 0 7 8 9 6.00 4x6 4x6 6-11- 12 3x4 :!! i r: 3x 6-10- 6 8x14 4x6 8x14 0-6- 6 Sx8 4x6 0 15 4x6 5x8 0- 6-6 3.00 - 3.00 Face = 0- 2- 8 Face = 0- 2- 8 0-8- 0 0-8-0 1760# 8. 00" 17609 8.00" 12-11- 11 14- 0-]0 12-I1-11 0 0 40 16 15 4 I30 2 11 100 0 68 R - 3- 9) 0 (R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systemsemeingshmvmonthisdomingisnotcreatorbracing, nind bracing, portal boxing or similar bracing which is a pan of the building design and which must be considered by the building designer Bracing morn a far lateral oppon of Iran members only to reduce buckling length Provisions mtm be made to anchor lateral bracing at ends and specified batons determined by the building designer. Additional bracing of the overall vnetom may be required (See HIB-91 of TPI), Fw specific Into bracing requirements contact building daigner,(Tnus Plate Institute. TPI is haled u 512 4005 MARONDAWAYDoralooDriae.laadimn.wbdmisins7719). Sanford, FL. 32771 Component Engineering by: Tina Engineering Co. P.A., 1I1 Soundside Rd. Edenton, NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a005006e 367 Mwdalllon PI. Chuluota, FL 22764 Desion: Matrix Analvsis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\HSS.nrx Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43. 0 osf Sc2le = 0. 1585 WO: ARLK TI: HS5 8/5/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 32-63741 II I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HSSA Qty:l DESIGN INFORMATION This design is for an indhidual building component and has been based on lnforrainhom prmided by lh Client. The designer disclaims any asportsibilety, far damages m o bacon of faulty or incorrect information, specificattom adlor designs fumished to the Must designer in the client and the correctness or accuracy of this infasnvbn as II ban mtine It, a milk I gees and sersps no esprt ubiGry a escrcim ro control with mprd 'alabricatiors. handling. shipment and insallalion of Inesses This trio has been ddgntd as an indhidoal building coaporre In occonlana pith ANSIRPI 1.1193 and NDS-97 to be incorporated u pan of the building design by a Building Designer. %Vim mimed fa oPpmsah by The balding designer, the design loadings sham rmm be checked to be art that the data Then. amen agreement bath the bell building codes, local climatic records for wind a snow loads. Prot specuirnion, or special applied Inds. Unless tinwu. truss has rise been designed Ibr storage or omupinm loads. The design assumes compression chard% bop or baton) am continuously bracrd by db Mbing units aMwise specified. Wbcm baton chords in Tension am net IWy braced laterally b) a properiy applied rigid ailing. they should be braced m a madaman spicing of I0'4' o c. Connector plates shill be mnufxured from 20 gauge ha dipped phutiaed steel mahng ASTM A 63). Grede 40. omen ahrwi: shorn FABRICATION NOTES Prior to fabriallim the tsbrtotor shall must this dmring m sari f thin this dramng is in confama= bath the fabricator's plans and to realize a continuing responsibility fa such teriliiatim Any discrepancies am to be pa In onung before cutting or fabrication. Plain I as be installed - krnothales knots or droned grain. Memben shall be cut for I,& fitting wood to nuod baring Connmw ptatm dull be Posted oa bah faces of the tram bath nails IWy imbedded and shall he 9TM about the ) ohm unless chemise shi m. A 3d plate is )' wide y J- long. A 6e2 plate is 6' bade s a' long. Slots (holes) run parallel to the plate length spmifited Double cuts on web members shall meet at the amrod of the nets -I- abet- be shown. Connector plate um cam minimum Lila based on the firm she.. and alesy need to be increased fa certain handling and/or erection stresses, This truss is not to be fabricated with inn mardam treated hsmb= unlm othcrosse sloven Fa adelitlooal iNGroation on Quality Control refer to ANSVTPI 1. 1993 PRECAUTIONARY NOTES All bracing and amnion recommendations am to be followed in accordance with aeeeped nnduury publications Tr® am to be handled nigh particularcam duringbandingandbundling, delhery and ITalallalloo to nuid damage. Temporary and permanent bran., for holding uo>m in a straight and plumb p0ntion and fur resisting lateral faces dull be designed and installed by others. Com W handling is essential and erection bracing is drays required. Normal precautionary action fa trusses requires each imporwy bracing during imuriltsuom b m- mimes no ii-d Toppling and dominonng. The supenssson Tel erasion oft -shall be arid[! Ihie tO0I101 nl perrao et7eretieed in the installation of imam Professional adsice dull be sought if needed Conanlmwon of construction toads greater than the drip leads dull nor be applied to trues at any has No lads aria than the neighl of The emcton shall be applied to mutant snW after all fastening end bracing is TC: 2x 6 SP 02 BC: 2x 6 SP #2 WB: 2x 4 SP H3 2x 4 SP H2 4-13,6-13,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CGC, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 40.0 ft W= 40.0 ft Trues in INT zone, TCDL- 0.0 pelf, BCDL= 0.0 pelf Impact Resistant Covering and/or Glazing Req MA%. REACTIONS PER BEARING LOCATION----- K- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1229 B Pin 39- 8- 0 1 1760 0 -1229 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 15 185 0.07 C 13- 6 783 0.52 15- 3 151 0.04 C 12- 6 1554 0.50 3- 14 -367 0.15 C 12- 7 -367 0.15 4- 14 1553 0.50 C 7-11 151 0.04 4- 13 784 0.52 C 11- 8 185 0.07 13- 5 363 0.09 C Face = 0- 2- 8 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 6- 8 Bracing shown is for visual purposes only. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-5044/3271,2-3=-5073/3284, 3- 4=-4766/3106,4-5--5064/3362,5-6--5064/3362, 6- 7=-4767/3106,7-8=-5074/3284,8-9=-5045/3271, HOT CHORD 16-15=-2860/4524,15-14--2945/4756, Cr 14-13=-2575/4344,13-12=-2576/4345, C 12-11--2945/4758,11-10=-2860/4525, C Webs 2-15--58/185,15-3--67/151, C 3-14=-367/352,4-14=-911/1553,4-13=-503/784, C 13-5--330/363,13-6=-503/783,12-6=-911/1554, C 12-7=-367/352,7-11=-67/151,11-8=-58/185, Joint Locations 1) 0- 0- 0 7) 31- 2- 1 13) 20- 0- 0 2) 4-11-14 8) 35- 0- 2 14) 12-11-11 3) 8- 9-15 9) 40- 0- 0 15) 6-10-14 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 1- 2 6) 27- 4- 0 12) 27- 0- 5 In - Plant Quality Assurance with Cq- 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 13 TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5044 0.48 A 16-15 4524 0.93 2- 3 -5073 0.50 A 15-14 4756 0.84 3- 4 -4766 0.36 A 14-13 4344 0.69 4- 5 -5064 0.44 A 13-12 4345 0.67 5- 6 -5064 0.44 A 12-11 4758 0.82 6- 7 -4767 0.36 A 11-10 4525 0.89 7- 8 -5074 0.50 A 8- 9 -5045 0.48 A GLOBAL MAR DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.50/931-0.98/472 5 Horiz. 0.32 0.64 NA Max DL Deflection L/958 = -0.48 Long term deflection factor = 1.50 12- 8-0 14-8-0 12-8-0 1 2 3 4 5 6 7 8 9 6. 00 3. 00 6. 00 3. 00 6- 10- 6 0- 6- 6 Face = 0-2-8 0- 8-0 p I, ti 0- O- ( 17609 8.00" I760H 8.0.00" 12- 1 - I 14- 0-10 12-11-II 0- 0 40- W 0 2 I I 100 0 11- 3-9) (R '3- 9) COSMETIC PLATES (2)32I5 (16)2R4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMarondaSystemsBracingshminonthisdroningisnoerectionbracing, band bracing. portal brxrng or similar bracing ihnch is o pan of the building design and which mom be considered by the building designer. Bracing shun is for lateral support of Ina members only to reduce buckling length. I'misions min be made to nnehor lateral bracing at ends and gsecsaed locations de, mined by The building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI) For spwifo innu bracing mquiManCri t. Miser building designer (friss Plate Institute, TPI Is located at 593 4005 MARONDA WAY D'Onofrio Dri. Mndror WixTmuin53719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co.. P.A., Big Satndside Rd, Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 010050060 307 Medallion PL Chuluota, FL 3276C Scale = 0.1585 Eng Job: WO: ARLK Burg: TI: HSSA Dsgnr: TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0 TPI- 02/FBC-04 EIC Dead 10.0 psf Code: FLA Design: matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\BSSA.prx Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS6 Qty:l DESIGN INFORMATION This dosage is for an nedindual building component and ha been based on irdortmmon p-ded bl the dicm. The designer disclaims arc yea, I lay for damage, a is mail of Malty or incorrect Information, specifications and/or designs furnished to the trurs designer by the client and the correctness or accuracy or.Ns itar- ion as It may rttate to a s, R project and aextlass no responsibility or eecrcfo -ci mid pith regard m fabrication. handling. shipment and inaallation of trusses This Inm has been designed a an individual bulding oomptuem in accordanceardance aith ANSV1.199) and NDS97 to be inncoeporated a pan of the building design by a Building Designer. When mieotd fair apprinW by to building designer, the design findings shun most be cleded to be sure that the data shin art in agreement mth the local Mild g codes. local climatic rRLnis for mind or snouw loads, project speculcotasia " special applied foods. Urdessshown.strimhas not been designed for nonge Occupancy The design or Occupa"am"'compet on chords (top or beUom) an, comilmously braced by clothing Pete" othemise specified. Whrt bell- chords in lemon are tit hall• broad tatcmlty. by a properly applied rigid cedin& they should be Droced at madmom spacing of I(Y-0' o c. Connector plat" shall be nu rmnPlacturtd from20 pugs hot dipped gal-ixd local mating ASTM A 6)). Graf 40. unku othemix shin. FABRICATION NOTES Prior to fabrication. the fabrolor shall mini this droning 1-* that thisdramng is in court-- ourt- e uiththe fabricator's plans and to realia a cmntimni'I responsibility for soch v f-don Artyd-risoncies cart to W pm in - rig before cutting or fabrication Plain hall "be installed ever Lnothohn. knots or distorted Pain Members con be nd fa light filling nod to nod beanng. Connector plates stall be fixated on both faces of the turn nigh nails rally imbedded and shall be sm, about ihjolm unless ell-w shone A )ys pine a 5' ride a' long. A 6v11 plate is 6' node a g' long Sias (holes) con parallel to the plate length specified. Double coal an into member shall rem it the centroid of the nebi unless olhemise Noma. Connector plate Mm tie rmmmum Lim bated on the force theme and mnv need to be increased fur certain handling and/or erection nrrnes This initial h m to be fabncased mth fire manual treated lumber unku athemve shone. For eddnuoul information on Qitlity Control refer to ANSVTPI 1.1991 PRECAUTIONARY NOTES NI bracing end erection rtearnmendaimus cart to be followed in accordance mth accepud ftdusuy publications. T- art to be handled pith particular cart during binding and bundling, del-y and im illation to avid damage. Temporary and permanent bracing for holding trusses; in a straight and plumb position Prod for resimng lateral form con be designed and installed by otem Careful handling is essential and crecdon bracing is shays required Normal precautionary action far treys mquim such temporary bracing during Installation bcroscn trash to noid toppling and dominating. The mpcnisian of erection of truss shall be ua& Uhe control of fersans ccpererxed io tie installation of transacts. Proknioail advice shall be sought if neded Concemrsten of tlornaructi0n loads peat, than the design loads dull net be applied to trusses at any time. No loodt tiler than the aright of the electors shall be applied to trusses omit after all Mvwng and bracing s completed TC: 2x 6 SP a2 BC: 2x 6 SP # 2 WB: 2x 4 SP # 3 2x 4 SP #2 4-13,6-13 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, CGC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kztea 1.0 Bld Type= encl L= 40.0 ft W= 40.0 ft Truce in INT cone, TCDL- 0.0 pelf, BCDL- 0.0 pelf Impact Resistant Covering and/ or Glaring Req FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2-- 4942/3231,2-3=-5015/3273, 3-4=-4951/3232, 4-5--5666/3733,5-6=-5666/3733, 6-7--4952/3232, 7-8--5015/3273,8-9--4943/3231, HOT CHORD 16-15=- 2818/4415,15-14=-3003/4804, 14-13=-2721/4529, 13-12=-2721/4530, 12-11=-3003/4804, 11-10--2818/4415, Webs 2-15--74/ 254,15-3--208/196, 3-14=-238/268, 4-14=-915/1558,4-13--753/1196, 13-5--392/425, 13-6--753/1195,12-6--915/1558, 12-7--238/268, 7-11--208/196,11-8--74/254, GLOBAL MILK DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.55/ 840-1.09/426 5 Horiz. 0.33 0. 65 NA Max DL Deflection L/ 864 = -0.54 Long term deflection factor - 1.50 6-3-12 0- 6- 6 Face = 0- 2- 8 0-8-0 1760# 8.00" 11- 7-11 6 15 Rb- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 11-4-0 1 2 3 6. 00 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC- 00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 4-13, 6-13 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web( a) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 811 o. c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 141-0". WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. 2-15 254 0. 08 C 13- 6 1195 0.10 IS- 3 -208 0. 05 C 12- 6 1558 0.50 3-14 268 0. 08 C 12- 7 268 0.08 4-14 1558 0. 50 C 7-11 -208 0.05 4-13 1196 0. 70 C 11- 8 254 0.08 13- 5 425 0. 11 C 17- 4- 4 5 Joint Locations 1) 0- 0- 0 7) 32- 0-12 13) 20- 0- 0 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 3) 7-11- 4 9) 40- 0- 0 15) 6- 2-14 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 9- 2 6) 28- 8- 0 12) 28- 4- 5 In -Plant Quality Assurance with Cq= 1 FAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1235 B Pin 39- 8- 0 1 1761 0 -1235 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -4942 0. 48 A 16-15 4415 0.86 2- 3 -5015 0. 51 A 15-14 4804 0.83 3- 4 -4951 0. 36 A 14-13 4529 0.76 4- 5 -5666 0. 53 A 13-12 4530 0.76 Cr 5- 6 -5666 0.53 A 12-11 4804 0.83 C 6- 7 -4952 0.36 A 11-10 4415 0.86 C 7- 8 -5015 0.51 A C 8- 9 -4943 0.48 A C C 11-4- 0 6 7 8 9 6.00 3.00 1 LiiL 4 16- 840 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a rot n d a Systems Bracing shorn an this droning is no erection bracing• v ind broong, portal brxing or similar bracing nhich is a Pon of the Wilding design and Much must be considered by the building desiper. Bracing Nora is for lateral support of truss members on!) to reduce buckling length. Provisions must be mode to anchor Interal bracing at ends and specified locations determined by the bolding designer. Additional brxing of the ovtrall unxture mom be required (See HIB•91 of TPH For specific toss bracing requirements. mind building designer.frnres plate Insanutc TPI is bated at )9) 4005 MARONDA WAY D' Omfrta Dot, Madison, Wisconsin )1719). Sanford, FL. 32771 Component Enginaring by: Truss Engirarring Co. P.A, gig Sourdside Rd. Edenton NC 279)2 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 4W0050060 267 Medctalon PL Ehuluota, FL 32760 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\BS6.orx 2 6-2-6 0- 6-6 Face = 0- 2- 8 0-8-0 1761# 8.00" 10 0- 0 R - 3- 9) Scale = 0.1585 Eng Job: WO: ARLK Dwg: TI: HS6 Dsgnr: TLY Chk: 8/ 5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA I I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS6A Qty:l DESIGN iNFORMATiON This design is for an iMnidtal building compotcal and has ban bated on inforroalton prmid d by the clrcm. The designer disclaim any responsibility fa cl=gs as . result of fame or incorrect info n iiian. specifiranoin and/or designs furnished to the tnm designer bi, the client and the correctness or aearrte) of this inlonmaron as it may relate to a specific pf*cl and accepts no miponsibilir) or -raises rm control pith rtV'd uo falaiurim. haadling. shipment and inst.11nion of trusser_ This trim has been designed as an individual brewing tmrponem in accordance, pith ANSVIVI 1.1993 and NDS-97 to be Incorporated as pan of the building design by a Building Designer. %Vlcn maned fa approval by live building designer. the design loadnnp shone rrmu be clicked to be store that the dala shmim me In agrecmenr with the local Holding codes, local chro tic retards fa mad a sriun load& prtr)<cs spcificauons ar special applied loads Union shmic true has ea been designed for tong, or oceuponr y loads The design assumes compin on chords hop orbcnorm) art continu cash- brwW by Noah ng urdeu ahemin sp a ifled where baron chords in reimon ore nor fully bread laterally by a properly applied rigid ailing. they should be bread .1 a rnadmom spacing of IR4' o c, Corrector plate shall be manufoclured from 20 (sage bin dipped gan'atimd Steel mating ASTM A 653. Grade 40. unless; ahernise shoran FABRICATION NOTES Prot to fabrication. the ub=Mr shalt mien ibis diming to terifr liars this drawing is In conformism with the fabritatoes plans aid to realize a continuing responsibility for such venficolion. Any ducrepancies die to be put In Writing before cutting a fabrication. Pates shall cos be installed over kriaboles. luxe or diuened grain. nleabm stall be oc fa light filling Woad to hood bearing. Cmrneeicr puts shall be located an bah fain of rbe trim dam nun ndk imbedded and shall be ". about the joint -Ness alrJvnse shmmi. A sss plme ts V Wide < a' long. A 6d pure is 6' aide x k' latg. Slats (hole) our parallel to tic plate lcngh specified Double cuts on ueb iamben shall meet at the centmid of the Webs unless ali- ise d-. Cauector plate sizes.. mi.- rim hand an the fames NmiT and may noel to be aneacased fin anain handling and/or cream presses This Iran is nor to be bibrialed nilh fire miardant Incited himber o it- alerais shown Fa addicioml infomalion can Quality Control refer to ANSVfPI 1. 1995 PRECAUTIONARY NOTES All bracing and ereetson raormrod.uom am to be falmred In ac^^u+ice nth aaepad irtdoury publieutlpns. Tactics art to be handled nilh particular am during heading and handling. delivery and laouillatlon to avow damage. Temporary and permanent bring for holding incase In a umighi and plumb portion and fa resisting bleml fortes shall be designed and Installed by others. Careful handling is menial and nation br.dng is awns required Nanarl preamiaary action fa uuctim; requirct such Iempont• bracing during imallalan betnecn transact to now toppling and domim. g. The: supervision of erection oft- Nall he coder tie comma of persons eaperI." I. the in illation of tomes. Professional advice Nall be ought d needed Concent mum of construction Inds greater than ale design Inds shall nor be applied to truster or an) time No loads other than the neigM of ale erector shall be applied to trusses until after all fastening and bracing is completad TC: 2x 6 SP 02 BC: 2x 6 SP N2 WB: 2x 4 SP N3 2x 4 SP 42 4-13,6-13,0- 0 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. 8, Kzt- 1.0 Bld Type- encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL- 0.0 paf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--4942/3231,2-3=-5015/3273, 3- 4=-4951/3232,4-5=-5666/3733,5-6--5666/3733, 6- 7=-4952/3232,7-8=-5015/3273,8-9=-4943/3231, HOT CHORD 16-15=-2818/4415,15-14=-3003/4804, 14- 13=-2721/4529,13-12--2721/4530, 12- 11--3003/4804,11-10--2818/4415, Webs 2-15=-74/254,15-3=-208/196, 3- 14=-238/268,4-14--915/1558,4-13=-753/1196, 13- 5=-392/425,13-6--753/1195,12-6=-915/1558, 12- 7=-238/268,7-11--208/196,11-8=-74/254, 11- 4-0 6. 00 6- 3-12 0- 6- 6 Face = 0- 2- 8 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcasea have been considered in this design. Bracing Schedule: Chords Max O.C. From To BC 48.01, 0- H- 0 14- 6- 8 BC 46.0" 29- 1- 0 39- 4- 0 Webs Brace Pt Joint to Joint 1/ 2 4-13.6-13 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14*-0". WEB. .. F'ORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 15 254 0.08 C 13- 6 1195 0.70 15- 3 -208 0.05 C 12- 6 1558 0.50 3- 14 268 0.08 C 12- 7 268 0.08 4- 14 1558 0.50 C 7-11 -208 0.05 4- 13 1196 0.70 C 11- 8 254 0.08 13- 5 425 0.11 C 17- 4- 0 Joint Locations 1) 0- 0- 0 7) 32- 0-12 13) 20- 0- 0 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 3) 7-11- 4 9) 40- 0- 0 15) 6- 2-14 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 9- 2 6) 28- 8- 0 12) 28- 4- 5 In - Plant Quality Assurance with CT- 1 MAX. REACTIONS PER HEARING LOCATION----- X- Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 1760 0 -1235 B Pin 39- 8- 0 1 1761 0 -1235 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..'ORCE..CSI. 1- 2 -4942 0.48 A 16-15 4415 0.89 2- 3 -5015 0.51 A 15-14 4804 0.86 3- 4 -4951 0.36 A 14-13 4529 0.78 4- 5 -5666 0.53 A 13-12 4530 0.76 5- 6 -5666 0.53 A 12-11 4804 0.86 6- 7 -4952 0.36 A 11-10 4415 0.89 7- 8 -5015 0.51 A Cr 8- 9 -4943 0.48 A C -------- GLOBAL MAX DEFLECTIONS--------- CLL TL C in./Ratio in./Ratio Jnt(a). C I. Span -0.55/840-1.09/426 5 C Horiz. 0.33 0.65 NA Max DL Deflection L/864 = -0.54 Long term deflection factor = 1.50 11- 4-0 6. 00 6- 2-6 0- 6-6 Face = 0- 2- 8 0- 8-0 0-8-0 1760n 8.00" 1761 H 9 00" COSMETIC EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bracing shmim on Ibis droning is nor erection bang. rand bracing. ponal bracinga srmaur bracing utich is a pan of the Gdwing design and nitieh aim be coirsiikied b) the Wi ding designer. Bracing ehouir is fa lateral suppers of (rues members only to reduce buckling length. Prmasicru muss be node to anchor, lateral bracing as ends and specified locations determined by the building designer. Additional bracing of The overall structure roti be required (See HIB-91 of TPI) For specific truce br.emg mquimmems. conram building designer (Truss Plate ImhTute. TPI is located ni 513 4005 MARONDA WAY MDnofrio Drive. Mudiam. Wisconsin 53719) Sanford, FL. 32771 Component Engincering by: Trim Engineering Co. P A.. L Ig Satndside Rd. E.deramNC I7931 407) 321-0064 F2: (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050068 367 ModslBon Fl. Chuluotts, FL 32766 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\HS6A.crx Scale = 0.1536 Eng Job: WO: ARLK Dwg: TI: HS6A Dsgnr: TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0TPI-02/FBC-04 HC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-63753 I I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HS7 Qty:l DESIGN INFORMATION This design is for on individual building component and has been bond an information provided by the client. The dedgrer drsdsinm any respambilin• for damages a a result of fadr or inure t information specifncatmn An&= deign f rattit ed Io the truss designer by the Client and the correctness or accuracy of this information As it may relate to specific project and accepts ou responsibility or demises ou control vrilh regard to fabrlatioq handling. shipment ad Imsaliatioa of troars This tiro has been &signed a an irnditidtal building component I. accordance mill ANSVTPI 1.1993 and NDS-97 to be incorporated n pan of the building design by Building Dingier. %VIta missed fbr Approval by the building designer. the design loodinp ahm1T must be chad to be tune that the data shoran oR In apeement Mth the load building coda local climatic records for wind a sour loads. - - speallatiau or special applied Inds. Unless shoran Trans has not been dWgmd for amp or occupancy Inds. The design asmuns compression chords (top a bonam) arc comimnnly brand by shathing unless olhcmisc specified. Where bormm chords in enema are net 6nlh broad lalcrally b) a prWp dy apoicd rigid milirn& tbcy should be bmccd at a madman spacing of IPO' o c connector plat. shall be manufactured from 20 gauge hat dipped phunirrd ftsl meeting ASTM A 633. Orodc +0. unlm ahcrnis shovm FABRICATION NOTES Prior to fabrication. the fabricator all mica this firming to verify, that this doting is in anforma is c mill the 66rrcatds plan and to realm a continuing responsibility fin such ceriliado n. Anj dicrepancis are to be put In ranting before Taming or fabrraUon Rats Jell net be Installed over kouthlo, know or distorted grain Members dull be co far tight fining wood to wood baring Conocctm planar WIT be Toasted on bah fora of the true with ntih fully imbedded and shall be A)- about the Joinu vnkn alhemise JamT. A sec plot, la I- wide t J' long. A 6rt plate is 6- vide s t- hog Slots (hots) ram panikl to the pL7te Ienph specified Double curs on nth members shall maxi AT the antmid of the nets nam athcrwise Jowl. Como" plate sirs arc minimum sass bated an The form shovm and may need no be increased fa amain handling a dbu erasion artnes. This .ran is not to be fabricated Mnh fire murniana Treated lumber unless of eraise Woua Far Additional nfarmatiou an Quality Control refer to ANSVrPI 1-199I PRECAUTIONARYNOTES All bracing and ertaioa rumrnrcnduibrs an to be falovred in ac.ard- nth aTeeped industry publications. Trusses art to be handled mill particular art during banding and boMling. delivery and installation to void damage. Temporary and pernanent bracing fa holding tnma in a straight and plumb position and for resisting lateral tam hall be designed and Installed by ahem. Careful handling Is essential and erecaoo bracing is ohms required. Normal prmmionory Action for Trusts requires each lampdrary bracing during installaTlo n betima Vasa to nOid toppling and dominoing. Tie trnpnrision ofereaion of trusts WB be under the control of persons tp eenerncedin The installation of Trusses, Professional advice shall be sought if ar,hnTcadConruconstructionionconstructionionfoodsgreaterthanThedesignInds hall net be applied to tomes at any Time No foods other than the .tight of the crecton shall be applied to Tnmar until Nn all fascning and bracing is TC: 2x 6 SP 02 2x 6 SP # 1 D 3- 5,5- 7 BC: 2x 6 SP N2 WB: 2x 4 SP 03 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl Lea 40.0 ft W= 40.0 ft Truss in INT zone, TCDL- 0.0 paf, BCDL- 0.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5047 0.45 A 18-17 4526 0.97 2- 3 -5099 0.47 A 17-16 4595 0.87 3- 4 -5771 0.34 A 16-15 4684 0.65 4- 5 -6251 0.35 A 15-14 5823 0.84 5- 6 -6251 0.35 A 14-13 5822 0.84 6- 7 -5771 0.34 A 13-12 4684 0.65 7- 8 -5098 0.47 A 12-11 4594 0.87 8- 9 -5046 0.45 A 11-10 4526 0.97 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 59/784-1.17/397 5 Horiz. 0.34 0.67 NA Max DL Deflection L/807 - -0.57 Long term deflection factor at 1.50 10-0-0 6.00 3. 00 Face = 0- 2- 8 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq- 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-5047/3293,2-31-5099/3314, 3-4=-5771/ 3792,4-5=-6251/4077,5-6=-6251/4077, 6-7--5771/ 3792,7-8=-5098/3314,8-9--5046/3293, HOT CHORD 18- 17=-2886/4526,17-16--2929/4595, 16-15--2850/ 4684,15-14--3566/5823, 14-13=-3566/ 5822,13-12--2850/4684, 12-11--2928/ 4594,11-10=-2885/4526, Webs 17-2-- 88/178,2-16--32/160, 3-16=-831/ 1387,3-15--759/1225,15-4--408/336, 4-14--276/ 489,14-5--248/213,14-6--277/490, 6-13=-408/ 336,13-7=-759/1225,12-7=-831/1388, 12-8--32/ 160,8-11=-88/178, 20-0-0 Joint Locations 1) 0- 0- 0 7) 30- 0- 0 13) 25- 0- 0 2) 5- 6- 14 8) 34- 5- 2 14) 20- 0- 0 3) 10- 0- 0 9) 40- 0- 0 15) IS- 0- 0 4) 15- 0- 0 10) 40- 0- 0 16) 10- 3-11 5) 20- 0- 0 11) 34- 5- 2 17) 5- 6-14 6) 25- 0- 0 12) 29- 8- 5 18) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -1241 B Pin 39- 8- 0 1 1760 0 -1241 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 17- 2 178 0.05 C 14- 6 490 0.16 2-16 160 0.05 C 6-13 -408 0.09 3-16 1387 0.45 C 13- 7 1225 0.43 3-15 1225 0.43 C 12- 7 1388 0.45 15- 4 -408 0.09 C 12- 8 160 0.05 4-14 489 0.16 C 8-11 178 0.05 14- 5 -248 0.05 C 10-0-0 6.00 3. 00 1 5-6- 6 0- 6- 6 Face = 0- 2- 8 0-8-0 0-8-0 1760M 8.00" 17609 8.00" 10- 3-1 I 19- 4-10 10- 3-I 1 18 17 6 15 ll4 13 2 it 10 0- 0-6 8 40- 0- 0 0 0 1,8 11 R - 3- 9) ( 0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a r o n d a Systems Bracing shmrn on This dmaing is rod erection broerng, nind brTcing. ponal bracing a sin lar bracing n•hich is o pan of the buildmg design And ahmh mum be considered by The budding designer. Bracing sham is for lateral support of Inns members only to reduce buckling length. Provision mum be made to anchor lateral bracing at ends and specified Ta ldaTion delennirnd by the building designer. Additlaeal bracing of the overall structure may be reyuird (Sec HM-91 4005 MARONDA WAY oo,rario Dspehfic Trussbiadlaon, WneonsnlJ7la, building desngrcr.i[Tnm Plate Institute. TPI is heated at 383 Sanford, FL. 32771 Component Engineering by: Tits Engineering Co.. P.A.• I It Soundside Rd. Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE M0050069 367 Mad301on FL Chuluoba, FL 32760 Desicn: Matrix Analvsis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLR\HS7.nrx Scale = 0.1585 Eng Job: WO: ARLK Dwg: TI: HS7 Dsgnr:TLY Chk: 8/5/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10. 0 psf TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 Dsf v4.7.32-63757 I I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HSB Qty:l DESIGN INFORMATION This deign is for an nodindud building component and has ban based on infamatnon ptmided br the clients. Tha designer disclaim, assir resporeubiltp• for damps as, a result of faulty a Incorrect Information speciflatiom ardfor designs furnished to the truss designer b)• the client and the corracrnum aa+ suac)• of this Imn nfaionu it mryate to a spec relificprojae and accepts no mWordbilllr a eavcitc, no control pith regard to fahriation. handling. shipmces and imlaltaliat of Iraaes This tam has barn declined a N indundual building component in accerdaswe with ANSVIPI 1.1997 and NDS- 97 to be incorporated as pan of the Wilding design b) Balding Desspe r. When mietred fa apprmvl by the building designs. the design londnnp shoat mesa W chocked to be sae Ihot the data shorn m artinagtteenlutlh the 1-1 budding codes. local clinatie records for cried as amm loads project spenlkatiau or special applied 1036 Unless shoov. Inns has not been deagned Ibc stamp a occupancy toads. The design assume mnpremm chords (top or bosom) ate mntimmusly braced by sheathing udes%ahe-iae speeirKd. %Vhare bottom chat& in lens,on am rw wry broad laterally by pno" applied rigid ailing. they should be broad Its rtndmum spacing of IUa• o c. Connects plain shall be aan fxnaNiuf of fmm20puphasdippedpha.iud sat meaung ASTM A 633. Grade 40. unless clhan%ix darn FABRICATION NOTES Prior to fabricatiao the fabricator shall minr this dining to sanlj• that This dining is in conforenace rith the fabnolors punt and to realrse. continuing responsibility for such %crifialion. Any disampsncia am to be Oar In mnmg before cutting or fabnatwn Plata shall oar be installed mar knotholes. knots or distorted grain. Members dull be cm for tight filling mad to nood baring. Connector plain shall be located on bah fasts of The tam mth rods till- Imbedded and shall be s)m about thepinl % Was aherrtx thorn. A Sri plate is d- cnde % s' lung. A 6ag plate is 6' nick x k- long. Sias (talc) inn parallel to the plate kngib tpeeificel. Double cm ou Veb a ear bers shall men .1 the amraid of the a>is unless chemise shoos. connector plate sins as minimum sizes bated an the fora shmtT and my rated to be ineeetsed for attain handling and/or emotion aeessn This tam Is not to be fabriaTed Milt rim nsardani ueatnd lumbar unless othentise darn For additional iofarnation on Qclih- Control refer to ANSVITI 1. 199d PRECAUTIONARY NOTES All baring and erection mcomatendations am to be folloned In accordance pith accepted industry publications Trams are to be handled nith part-, cart doing banding and bundling, delim) and aaalutson to amid dam gel. Temporary and pc -.bracing for holding tnma in a straight and plumb poation and fa resisring larval fortes shall be designed and installed by ahers Carehnl hurdling u essential and erecrtno bring I. alna)e required Normal pmcamiaany action fa Ines requires;such temporary bating during installation brn,ccn tnmo to void toppling and dom naing. T)te mpenis no of erasion of t elms dull be ceder Iha 0amntt of persons e.per erica i. the inaamaan of woes Pmrea,on it w.ia %hall be saaghl if needed. Concentration of constnctton lads garter, than the desnp loads stall ra be applied to uussa at an) time. No loads and than the reighl of the erecton shot] be applied to ints]a until after all fastening and boring is TC: 2x 6 SP ill D 2x 8 SP #1 D 3- 6,6- 8 BC: 2x 6 SP N1 D WE: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CAC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bid Type= encl L= 40.0 ft W- 40.0 ft Truss in INT zone, TCDL= 0.0 pelf, BCDL= 0.0 pelf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-4896/3218,2-3=-5267/3432, 3- 4--6311/4127,4-5--7136/4620,5-6--7191/4653, 6- 7=-7191/4653,7-8=-6310/4127,8-9=-5266/3431, 9- 10=-4895/3218, HOT CHORD 20-19--2810/4368,19-18=-2865/4454, 18- 17=-3028/4924,17-16--3959/6403, 16- 15--4414/7173,15-14--3958/6402, 14- 13=-3028/4923,13-12--2865/4453, 12- 11 2809/4368, Webs 19-2=-142/187,2-18=-147/444, 3- 18=-814/1334,3-17=-957/1542,17-4=-555/419, 4- 16=-482/835,16-5=-215/191,5-15--6/21, 15- 6=-217/191,15-7=-515/889,7-14=-554/419, 14- 8=-956/1542,13-8=-814/1333,13-9=-147/444, 9- 12--142/187, Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq= 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 15 TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4896 0.32 A 20-19 4368 0.68 2- 3 -5267 0.35 A 19-18 4454 0.65 3- 4 -6311 0.30 A 18-17 4924 0.52 4- 5 -7136 0.34 A 17-16 6403 0.70 5- 6 -7191 0.33 A 16-15 7173 0.76 6- 7 -7191 0.33 A 15-14 6402 0.70 7- 8 -6310 0.30 A 14-13 4923 0.51 8- 9 -5266 0.35 A 13-12 4453 0.65 9- 10 -4895 0.32 A 12-11 4368 0.68 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.60/768-1.19/389 15-16 Boriz. 0.32 0.63 NA Max DL Deflection L/790 - -0.59 Long term deflection factor = 1.50 Joint Locations 1) 0- 0- 0 8) 31- 4- 0 15) 22- 3- 3 2) 4-10-14 9) 35- 1- 2 16) 17- 8-13 3) 8- 8- 0 10) 40- 0- 0 17) 13- 2- 6 4) 13- 2- 6 11) 40- 0- 0 18) 8-11-11 5) 17- 8-13 12) 35- 1- 2 19) 4-10-14 6) 22- 3- 3 13) 31- 0- 5 20) 0- 0- 0 7) 26- 9-10 14)'26- 9-10 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Boris: Uplift Y Type 0- 4- 0 1 1760 0 -1248 B Pin 39- 8- 0 1 1760 0 -1247 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 19- 2 187 0.05 C 15- 6 -217 0.05 2- 18 444 0.14 C 15- 7 889 0.29 3- 18 1334 0.43 C 7-14 -554 0.10 3- 17 1542 0.49 C 14- 8 1542 0.49 17- 4 -555 0.11 c 13- 8 1333 0.43 4- 16 835 0.27 C 13- 9 444 0.14 16- 5 -215 0.05 C 9-12 187 0.05 5- 15 21 0.01 C 8- 8-0 22-8-0 8-8-0 1 2 3 4 5 6 7 8 9 10 6. 00 6.00 1 4- 10-6 0- 6- 6 3. 00 1 1 -3.00 Face = 0- 2- 8 Face = 0- 2- 8 0- 8-0 _g_p 1760M 8.00" 1760a 8.00" 8- 11-11 22-0-10 8-11-11 0 9 8 7 6 5 4 3 12 11 0 0 8 40-0-0 0- 0 9) ( R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1585 Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Bracing shmm an this drairing is not criection bracing. riind bracinti. portal bracing or similar brocing Much is a pan or The Wilding design and ahlem h mustbensidenedby the building designer. Bracing shown is far lateral support of I".e. members only to reduce buckling length Prmisiont must be made to anchor Weil bracing of ends and specified hoaliam determined by the building designer. Additional bracing of the memll mruGnar nre y berequired (Sec HID-91 of TPH,For specific truss bracing requirements. a 130 building dalgn er (Trutt Plate Ir strnle, TPI is located al 513 WOnofrio Drise. Madison. wisausin 33719). Component Engitcenngbr: TrussEngineering Co. P.A., gig Saindside Rd. Edenton, NC 27932 Eng Job: Dwg: Ds r TLY Chk: WO: ARLK TI: HS8 8/5/ 2006 TC Live 16 . 0 9 £ p TC Dead 7.0 0 s f PBC Live 10.0 pelf BC Dead 10.0 psf TOTAL 43.0 psf Lbr DF • 1.25 Pl t DF • 1. 25 O.C. : 2- 0- 0 TPI-02/FBC-04 Code: FLA v4 . 7 . 32-63761 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWOOS0069 307 Medallion III. Chuluofa, FL 327CC Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\BS8.orx Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HSGRDI Qty:4 DESIGN INFORNIATION Thia design is Asian Indnidtal budding component and has bern based on I.fmmetlon prwldd q the client. The rcr dudaims anydenignspotnibil!ly for damage. as a result of raWly m iraautecl Infortamlon, spociflottons and/ or designs furnished to the Inm deslPtce by the cllau end the tmcrw or accuracy of this IrJormwion ss It may relate to a specific pryed and .acpts no responsibility or c crcim in control with regard to fabrication, handling. shipment and installation of Masco This truss has been designed as on indhidal building component in accordance with ANSVTPI 1-1995 and NDS- 97 to be incorporated as put of the building design by a Bmld,ng Desipv, Whim micind fin appro W by the building donigner, the design loadings shown "co be chocked to be sure that the data 0- arc in .S""ni with Ih local building codes. local climatic retards fin wind or swan' Ends. pnjm specifications or special applied lads. UNm shone Uuss has not Eteu desiped for poraga m oocerpawy lads. The design assumes compcssimt chords (top or baton) an continuously It by sheathing unlm otheowlse specified Where balmn chords in Ierislon are not fully bead laterally by a properly applied ngd ailing, thy should be brand al s mae! rrmm sprang of Id-0- o.e Cones am plates shall be rolmiOnured from IO pup hot dipped phan!red pal mating ASTM A 633. Grade an, unless ahernise shown. FABRICATION NOTES Prim to faI (ton, the ubriator shall mi- this drawing to verify thin this drawing is in andortarce nith the fb -lise. plea and to mall. antiouing responsibility Am such tcrificiamm. Any discrepancies art to be put in writing before cun,ng or utwioUon ruin shall wa be installed per kraholes. knots or duotod grain. Members atoll be M rm tight fitting wood to nod baring. Connector plain shall be band on bah fee" Of Imp with nails fully imbedded and shall be qm about 1hejoim - Ness othmise shown. A SeJ plus is 5- wide v 4' long. A 6st plate is 6' aide x to long. Sims (Inks) run parallel to the pate length specified. Double cuts on web members shall mat at the catimid of the nsos unless otherwise shorn Connector plate din am minimum I- based -.he rasa done and may rood to be ncnard for twin heading andfm erection s resm Thistrap is -a to be fabricated Nlh fin retardant trotted I.riba unless othtwue O mm For n1dllioal information on Quality Conlral refer to ANSVfPI 1.1993 TC: 2x 6 SP 81 D 2x 8 SP #1 D 4- 7,7-10 BC: 2x 6 SP N1 D WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. 4-PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft. Repeat nailing as each ply is applied. 1/2" thru-bolts, or WS6 1/4"x 6"wood screws at 24" o.c. shall be installed on TCLBC in addition to nailing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--14197/4605,2-3=-15058/4824, 3-4-- 17180/5443,4-5--17900/5661, 5-6-- 26865/8398,6-7=-28418/8871, 7-8-- 28418/8871,8-9=-26865/8398, 9-10=- 17902/5662,10-11--17182/5444, 11-12=- 15060/4824,12-13--14199/4606, HOT CHORD 24-23--4024/12505, 23-22-- 4807/15241,22-21--7206/23259, 21-20-- 7208/23270,20-19--8359/27065, 19-18-- 8359/27065,18-17--7208/23270, 17-16=- 7206/23260,16-15=-4807/15242, 15-14-- 4025/12506, Webs 2- 23--517/1997,23-3--1838/614, 3-22-- 267/834,4-22--2266/7417, 22-5-- 5787/1792,5-21=-68/499,5-20--1221/4078 20-6=- 904/341,6-19=-438/1492,19-7=-157/128, 19-8=- 438/1492,8-18--904/341,18-9--1220/4077 17-9=- 68/500,9-16=-5786/1792, 16-10-- 2266/7417,16-11--267/833, . 11-15-- 1838/614,15-12=-517/ d 97 4, 12 LYS ED Y Lineell Foog. age y 38647 6. 00 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This 4- PLY truss designed to carry 11' 0" span framed to BC one face 2' 0" span split -framed to opposite face WndLod per ASCE 7-02, CiC, V= 125mph, B= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl L= 40.0 ft W= 40.0 ft Truss in INT mono, TCDL= 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s): 4,10 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 5202 0 -1829 B Pin 39- 8- 0 1 5203 0 -1815 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 2-23 1997 0.16 C 19- 8 1492 0.12 23- 3 - 1838 0.07 C 8-18 -904 0.04 3-22 834 0.07 C 18- 9 4077 0.33 4-22 7417 0.59 C 17- 9 500 0.04 22- 5 - 5787 0.26 C 9-16 -5786 0.26 5-21 499 0.04 C 16-10 7417 0.59 5-20 4078 0.33 C 16-11 833 0.07 20- 6 - 904 0.04 C 11-15 -1838 0.07 6-19 1492 0.12 C 15-12 1997 0.16 19- 7 - 157 0.01 C GLOBAL MAX DEFLECTIONS--------- LL 25 J aL a so: r Z, _ t 7 i ,I r" T ft C; 9 Joint Locations 1) 0- 0- 0 9) 27-10- 3 17) 27-30- 3 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- 8-12 19) 20- 0- 0 4) 7- 4- 0 12) 36- 9- 8 20) 15- 9- 5 5) 12- 1-13 13) 40- 0- 0 21) 12- 1-13 6) 15- 9- 5 14) 40- 0- 0 22) 7-10-11 1) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2-11 16) 32- 1- 5 24) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -38 -1- 0- 0 -38 0- O- 0 TC Vert L+D -19 0- 0- 0 -19 3- 0- 0 TC Vert L+D -38 3- 0- 0 -38 37- 0- 0 TC Vert L+b -19 37- 0- 0 -19 40- 0- 0 TC Vert L+D -38 40- 0- 0 -38 41- 0- 0 BC Vert L+D -25 0- 0- 0 -25 3- 0- 0 BC Vert L+D -241 3- 0- 0 -241 37- 0- 0 BC Vert L+D -25 37- 0- 0 -25 40- 0- 0 Concentrated LBS Location BC Vert L+D -279 3- 0- 0 BC Vert L+D -279 37- 0- 0 TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. Cr 1- 2 -14197 0.31 A 24-23 12505 0.43 C 2- 3 -15058 0.31 A 23-22 15241 0.52 C 3- 4 -17180 0.13 A 22-21 23259 0.66 C 4- 5 -17900 0.18 A 21-20 23270 0.66 C 5- 6 -26865 0.21 A 20-19 27065 0.74 C 6- 7 -28418 0.19 A 19-10 27065 0.74 C 7- 8 -28418 0.19 A 18-17 23270 0.66 C 8- 9 -26865 0.21 A 17-16 23260 0.66 C 9- 10 -17902 0.19 A 16-15 15242 0.52 C 10- 11 -17182 0.13 A 15-14 12506 0.43 11-12 - 15060 0.31 A 12-13 - 14199 0.31 A 7-4- 0 10 11 12 13 6.00 PRECAUTIONARY NOTES 6x8 All bracing and erRllort raammendatga am to be followed in acco dance wilh aecepted indialry 6x8 4x6 Gx8 6x8 1ox10 6x8 6x8 pubiiatlom Tripes am to be hndW nnh nnnicular am during banding and bundling, dclnery and 3x4 x4 Installation rainr to maid damage. Temporary and pemarenl boxing for holding Irma to a pnight and plumb a- a- s0-6-6a- Sx6 N4- 0- 6- 6 2- G resisting poplion.nd rminsistinglateralro,m &tan be nkda I 8xl4 8x10 4x6 4x6 4x6 sx 10 sx Sx6 oil installed by when. Careful handling is a.m,al and crcnion bracing Is aInlgi required. Normal precut ry ll 4 a4 action fm inures requires such temporary bracing during Installatim benreat Imssa to weld toppling and 3.00 3.00 dondraing. The sapenision of erection of irusm shall be Face = 0- 2- 8 Face = 0- 2- 8Use under Use esperieneedInIhai=lbtbnof mtsm Pnfa:imul .Rice shall be sought tf waded. Co, nmilntion of ca,nirvesla lads grncr than 0-8- 0 JLJL 8-0 the design lolls stall nor be applied to irus es a1 any time. No lade other than Use night oflhe creams &hall be 5202N 8.00" 5203N 8.00" applied to utrSs umil dlcr all fapaing and bracing is 7-10-11. 24-2-10 7-10-11 completed 4 3 11 io 9 18 17 6 i 14 A 1,-A 40- -0 I'M 110- 5- 4) d 2799 279f1 (110- 5- 4) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING IARNINC: Ma r o n d a Systems Bracing dawn on this drawing is not aeaao bradng, wind bracing. postal broclng m dmi W bracing which Is& pan or the building design and which mini be considered by the building designer. Bracing sWm is fin lateral svppon of Inks mcmben only to nd,ce buckling IenpA Pr-vlclom mint be inside io .nehw usual btMng a ends and specfied lonliom dot-iord by ihe Wilding designer. Addiiirmal bracing of tie memll stmdum maybe rcgisimd (Se. HIS-91 of TPI) Fa Wedlc trim bracing requirements. comict Wilding dalgnm.(Tmp Plate Inpimte. TPI is looted at 5s3 4005 MARONDA WAY 010"amown. Madison, Mammon 33719). Sanford, FL 32771 Component Engloccnngby: Twin Engineering Co. P.A. gig Saindside Rd. Edenton, NC 1791I 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 1W0050068 307 MatdnMon PL Chuluoia, FL 32746 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\HSGRD1.Drx Scale = 0.1508 Eng Job: WO: ARLK Dwg: TI: HSGRDI Dsgnr: TLY Chk: 12/ 12/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-77503 I I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:HSGRDI Qty:4 I DESIGN INFORMATION This design Is for an Indhidal building component and has ben based on Infor adon prianded b) the diem. The desiger dirdaims ury rcspadbalit) fa damages as a result of Otdp• or Immrm information specifkalines ardM designs Ihmishcd to the tam designer by the client and the correctness or accuracy of this inmmulion u II may miale in a specillc project and sestps no respomiblllrya ecerdsesoo control nilh reprd to fabncuim handling, stdpnem endInstallation of ttua=. This inn has been designed as an indhidml building component In aznrdam pith ANSVrP1 1.1193 end NDS•97 to be Incorporated n pan of the building design by a Building Deagrw. when mieartd for approval by the building desipc, the design loadings shm\n must be chacked to be an. that the data ahmm art In agreement aim the local banding coda, local damatk records for rind a snon lads. prejcs speafceim. or spci.•tl applied loads. Unless shorn. Inca has not been designed far nonage or occupancy Wads. The deign am,- cmnprmimt chords (top or bosom) art continuously bead by sheathing mks othtruix specified. 1Vhcm bottom chords In tendon are not fully' laterally by propevy applied rigid ailing. Chary should be broad '"a maximum spacing of 10'-0' o e. Connecia plain shall be mamdMurd from 20 pugs ha dipped pMniad sped meging ASTM A 633. Guide 40. unless alhemise shmrn. FABRICATION NOTES Prior to abricadac the fibrdator shall rniev this droning to verify that this droning is in co dorm mcc nigh thc relariulues plan and to mall. continuing rapondbiliry fa such \ tmiBeslgn. Any di empaneh am to be pre In writing bcfae coning or fabrication. Flat= shall not be Installed - knotholes. kmis or disloncd gain. Members shall be M fm light filing mod to wood bod.g. Connector plm= dell be located on bah faces 9( de tr® srith it. wry In I I and shall be gym. about ihoplm attlea cehernise thorn A Sea plate is V aide s V long. A 64 plate u 6' p ids a /' long. SWa (hake) run parallel to the plate length spocified. Double new on atb oembcn Shall dad at the =,old of the nibs onlea olhemx shone. Connector plate sacs are mdaimmn dro baond on the fortes shoan and may teat to be incramd for certain handling ands crtalon stresw. This tam Is not to be fabricated Mills fire retards m =lad ImnEa mine ahanisc shown For additional orannion on Quality Control ref. to ANSVfPI 1.1995 PRECAUTIONARY NOTES NI bracing and cretion recornmend7tkms am to be follonw in accordance ailh accef ed industry publications. Tne>m are to be handled nith particular care during banding and bundling, ddn\tq and Installation to nnid derage Temporary and pcmunem brxing for holding truces In a straight and plumb pamtbn and fa residing lateral races than be designed and insulted by then Careful handling is menial and cation bracing is alnt)e required Norval ptmutiowry action fa imsm requires such temporary bracing during inval W is bernmen truces to sad toppling and domenaing. Tie saaMnisdon of erection of trusses %hall be under the control of paean e<pericaeed In the Installation of rrasen. ProfmWml a&in shall to sought if needed, Concentration of cormmalon loads gaper than The design Was shall teal be applied to trames a1 any time. No loads am than the .sight or the erecrom loll he applied to truss until after all ravening end bracing Is camplcid TC: 2x 6 SP N1 D 2x 8 SP 01 D 4- 7,7-10 BC: 2x 6 SP #1 D WB: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft. Repeat nailing as each ply is applied. 1/2" thru- bolts, or WS6 1/4"x 6"wood screws at 24" o. c. shall be installed on TCLBC in addition to nailing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-14197/4605,2-3--15058/4824, 3-4--17180/ 5443,4-5--17900/5661, 5-6=-26865/ 8398,6-7=-28418/8811, 7-8=-28418/ 8871,8-9=-26865/8398, 9-10=-17902/ 5662,10-11=-17182/5444, 11-12--15060/ 4824,12-13 14199/4606, Her CHORD 24- 23--4024/12505, 23-22--4807/ 15241,22-21--7206/23259, 21-20--7208/ 23270,20-19--8359/27065, 19-18--8359/ 27065,18-17--7208/23270, 17-16=-7206/ 23260,16-15=-4807/15242, 15-14--4025/ 12506, Webs 2-23=- 517/1991,23-3=-1838/614, 3-22=-267/ 834,4-22=-2266/7411, 22-5=-5787/ 1792,5-21--68/499,5-20--1221/4078, 20-6=-904/ 341,6-19=-438/1492,19-7=-157/128, 19-8--438/ 1492,8-18=-904/341,18-9=-1220/4077, 17-9=-68/ 500,9-16=-5786/1792, 16-10--2266/ 7417,16-11--267/833, . 11-15=-1838/ 614,15-12=-517/ 97 t- 1 4 YCLxS-R B JaM Y Lineil Footage S 38647 6. 00 T 4-4- 8 0- 6- 6 Face = 0- 2- 8 0-8-0 5202N 8.00" Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This 4-PLY truss designed to carry 11' 0" span framed to BC one face 21 0'r span split -framed to opposite face WndLod per ASCE 7-02, CiC, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= encl L= 40.0 ft Wes 40.0 ft Truss in INT zone, TCDL- 0.0 paf, BCDL- 0.0 paf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cqj= 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(s): 4,10 MAE. REACTIONS PER BEARING LOCATION----- 2I-Loc BSet Vert eoriz Uplift Y Type 0- 4- 0 1 5202 0 -1829 B Pin 39- 8- 0 1 5203 0 -1815 B H Roll PROVIDE UPLIIT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 2-23 1997 0.16 C 19- 8 1492 0.12 23- 3 -1838 0.07 C 8-18 -904 0.04 3-22 834 0.07 C 18- 9 4077 0.33 4-22 7417 0.59 C 17- 9 500 0.04 22- 5 -5787 0.26 C 9-16 -5786 0.26 5-21 499 0.04 C 16-10 7417 0.59 5-20 4078 0.33 C 16-11 833 0.07 20- 6 -904 0.04 C 11-15 -1838 0.07 6-19 1492 0.12 C 15-12 1997 0.16 19- 7 -157 0.01 C GLOBAL MAX DEFLECTIONS--------- LL 25-4- TL 3.00 1 1 -3.00 24- 2-10 4) i 2799 Joint Locations 1) 0- 0- 0 9) 27-10- 3 17) 27-10- 3 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- 8-12 19) 20- 0- 0 4) 7- 4- 0 12) 36- 9- 8 20) IS- 9- 5 5) 12- 1- 13 13) 40- 0- 0 21) 12- 1-13 6) 15- 9- 5 14) 40- 0- 0 22) 7-10-11 1) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2- 11 16) 32- 1- 5 24) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+ D -38 -1- 0- 0 -38 0- 0- 0 TC Vert L+ D -19 0- 0- 0 -19 3- 0- 0 TC Vert L+ D -38 3- 0- 0 -38 37- 0- 0 TC Vert L+ D -19 37- 0- 0 -19 40- 0- 0 TC Vort L+ D -38 40- 0- 0 -38 41- 0- 0 BC Vert L+ D -25 0- 0- 0 -25 3- 0- 0 BC Vert L+ D -241 3- 0- 0 -241 37- 0- 0 BC Vert L+ D -25 37- 0- 0 -25 40- 0- 0 Concentrated LBS Location BC Vert L+ D -279 3- 0- 0 BC Vert L+ D -279 37- 0- 0 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Cr 1- 2 - 14197 0.31 A 24-23 12505 0.43 C 2- 3 - 15058 0.31 A 23-22 15241 0.52 C 3- 4 - 17180 0.13 A 22-21 23259 0.66 C 4- 5 - 17900 0.18 A 21-20 23270 0.66 C 5- 6 - 26865 0.21 A 20-19 27065 0.74 C 6- 7 - 28418 0.19 A 19-18 27065 0.74 C 7- 8 - 28418 0.19 A 18-17 23270 0.66 C 8- 9 - 26865 0.21 A 17-16 23260 0.66 C 9-10 - 17902 0.18 A 16-15 15242 0.52 C 10-11 - 17182 0.13 A 15-14 12506 0.43 11-12 -15060 0.31 A 12-13 -14199 0.31 A 7-4-0 10 11 12 13 6.00 x8 4x6 3x4 Sx6 0- 6- 6 4-2-6 4 I 44 Face = 0- 2- 8 f+9 0- 8-0 52039 8.00" 7-10-11 S 5 4 1 2799 (111- . 4- 4) EXCEPTAS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: DWg: Moro rod a Systems Bracing shone on this dmring is not crmmn buacing, nand bracing. portal tundra or similar brain{ which a pan of D e r : TLY Chk she Gilding design and which mtw be corwderd by the wildln{ cisgner, Brodna shoam n for latrnl support of tneu members only to reduce buckling lwglh. Provision mew be made to anchor lateral bracing at ends and specified locatiao daermirad by the buildingdoh{nee. Additirenal brains or The menll dn,ciure mq•be regnird.(See HIB•91 TC Live 16.0 psf or TPMFa specific Inca bracing MquiM=rdL cor lad wildingarg dncr.fTnm Prater iwihaaTPI is locatedat 333 TC Dead 7 .0 psf 4005 MARONDA WAY D'OnonioDrire.Mndisa.wxonmsnl9). p Sanford, FL. 32771 Component Enginanng by: Taw Englnecrin{Co. PA.. 113 Soudside Rd. Edenton. NC 27932 BC Live 10.0 psf 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE W0050068 BC Dead 10.0 psf 367 Medsmon PL Chuluots, FL 32746 TOTAL 43.0 psf Scale = 0.1508 WO: ARLK TI: HSGRDI 12/12/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-77503 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\HSGRDl.prx Job: ARLINGTON K Customer:ARLKINGTON K 3G4 WO:ARLK TI:JS1 Qty:6 DESIGN INFORMATION This design is for an Indrdlal bmlding component and hu bmu l nndm Information pro ided by the eligm The dmip u disdalms ally rmpmtibilitr fa damagm u o result of molly or Incorrect Inluretatiotc speeiflcalnu and/ or designs furnished to the truss dmtgner by the client and the correctness a accuracy of this inforvaion as It may mime to a specific projtts and amcpts m resymsrbilily or mcmises m tenured v dlh regard to fabricatima hadling. sNprrcm ad imm ltation of IrOa6. This Inca has been dmgad u on italhidual building component in accord me with ANSVTPI 1.1995 and NDS- 97 to be incorporated as pan of the building design br a Building Designer. When m It, for apprm'al by the building designer. the design Wadinp shmrn mass be clacked to be sure that the data shour as in agreement ntth the loot building codes. local climatic records for vd a snrn loads. project specifications W special applied loads. Unless dbonn tram has not been designed lot storage or occupancy looda The design assumes compression chords (top a bosom) are comnuoudy bead by deething m1.s ethe msespeciRed. Where bolo n chords in tersimn are not fully brand mtcnlly by a property applied rigid ailing. thrr should be braced at a ouvmom spocing of 10'-0- o c. Cmaaur plasm doll be manuMured from 20 page had dipped ph,tnlrsl steel mating ASTM A 653. Grade 4n, unless olhemtse shonv FABRICATION NOTES Prior to mbriadm the fabricator shall minthis dating to ner4 that this drarring is in conformance with the fabricalols plans ad to mahee continuing responsiblity for such ,, crifimuon. Am dt:repanei. are to be pad In writing before coning or fabrication Piano shall eas be installed aver knalnla s-ma or divertedPalm Members dull be col for light fining mood to nod bearing. Connector plat. shall be located an bah (Yon of the ucO with ntlb fully Imbedded and shall be sym. about the joint miless othrntse she— A 50 plate is 5- wide c J' Ion& A 6cg plate s V midc a a' long. Slay (hot.) tam pnnlltl to lh plate lengh specif ed Doubk cost on nth slumbers shall mat al th anuoid ofthe nabs on]= othieruiu sho— Connate plate tit. are minimum am basal on the forces shoat ad may need no be imma fa certain handling and/or ermtnm strtsss This Bliss Is inn to be fabricated mlh rite mundanu treated hrmberuol.s ethmiseshmm Fo additional infornution on Quality Commit refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All btKing and emcitm recommendations, am to be folbntA in aomrdana with aca, ed industry publications Truss. as to be handled mth particular an danag banding and bundling. delnery and Installation to maid damage. Temporary and permsaa bracing fa holding tmises in orsighi and plumb position and for —Wing lateral forces shall be designed sad itmdled by ohrs Cardin hadling s essential ad enxtim bracing is drays requited Normal precautionary action fm trusses require such lempearan bracing during Installation bem min trusses to maid toppling and domiming. The opmidon of erection of tosses shall be under the central of penes aepericteed in the installation of trustees, Professioal sd, ta shall be smght if faded. Conantnnm of eoinnxtim Imds peater ton the design it.& dull not be applied to truss. at any time. No lads mhr Than the ntighl of the eremon shall be applied to inures until after ill fastening and bracing is char rylaed TC: 2x 6 SP #2 BC: 2x 4 SP N2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-33/ 10, HOT CHORD 1-3--14/ 4, 2- 142 0-6-6 Unbalanced load case(s) have been checked. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7- 02, CLC, V= 125mph, Be, 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl L= 3. 0 ft W- 3.0 ft Truss in END zone, TCDL= 0. 0 paf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -33 0.14 A 1- 3 -14 0.10 Face = 0- 2- 8 3- 0-0 2 6. 00 C/L: 2- 1 I- 4 7511 1.50" 3.00 O 17In 8. 00" 539 1. 50" 3-0-0 4 3 0-10- 8 3-0- 0 R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, 11ING WARNING: M anon d a Systems Bracing she m on this donning Is not elation bracing, and bracing. portal bracing or similar bracing Which Is a pan of the building design and which must be considered by the building design a Bracing donor is for lai ml support of truss members only to reduce buckling length Provisions man be made to anchor Lateral bracing at ads had specified locations determined by the building designer. Addilionsl bmxang of the mvall nnnure may be required. (See HIB-91 of TPI),Fe specific tram bring rnpntementc can act building dmgmr (Truss Plate Institute. TPI Is located at 593 4005 MARONDA WAY DOmfno on,,- Madison. 5wsconsin 33719). Sanford, FL. 32771 Component Engineering by: Truss Engineering Co. P.A., gig Smndside Rd. Edemort. NC 37932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE W0050060 367 Medallion Pl. Ehuluots, Fl. 3276C Joint Locations 1) 0- 5- 8 3) 3- 0- 0 2) 3- 0- 0 4) 0- 5- 8 User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 171 124 -303 B Pin 2-11- 4 1 75 109 -198 T Pin 2-11- 4 1 53 0 -25 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span 0.01/999 0.01/999 2-1 Boriz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor - 1. 50 Attach with (2) fad Toe - Nails 1-5- 6 Attach with ( 2) 6d Toe - Nails Over 3 Supports Scale = 0. 6042 Eng Job: WO: ARLK Dwg: TI: JS1 Dsgnr:TLY Chk: 8/5/ 2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4. 7.32-63773 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\JSl.prx I I I Job: ARLINGTON K Customer:ARLKINGTON K 3S4 WO:ARLK TI:JS2 Qty:2 DESIGN INFORMATION This deign is for an d-dual building compor i and has been based an information pmlided by in, elxm. The designer disclaim any responsibility far dawgs m snah dlaulq• or incorrect infmmuliors. specifications sndlor designs htmished to the tea designer by the client and ides oananess or oatirnq• d this IrJomulion as II rimy relax to a spaifk pra)en and accepts no sapmdbility or crerd- no contrel with regard 0 abriotioq handling. shipment and installation of trussn Tins truss has been designed as an hnditidusl building amnponeol In aaordance with ANSVTPI 1.1995 and NDS-97 to be incorporated as pan of the building deign by a Building Dsiper. When miewed for approval by the building designer. the desipi loadings dma- must be checked lobe sere that the data drown art in agreement mwlh the local building codes local climatic records for wind or scow loads project specracium s or special applied Insists. Unless sown, tress has not been designed for storage or omisparicy loads The design asamses compression chords (top or bonom) art conlinuoush- bracts by shici ing unlm etherain specified. Where toucans chords In tension are not wly braced msenth by a property applied rigid ceiling, they should be braced at a maximum spoong of I (N)' o c Connor plain shall be mamtactursd from 20 gauge M dipped gahoni.d aM roaring ASTM A 653. Gas& 40. unless otherwise shown. FABRICATION NOTES Mor to Ihbri atfan the fibriulor shall msew this drawing to strify that this drawing is in confommna oath Me lahsiauses plans and to rtahre a continuing responwbifity for sach caihotion Any durrepxcies an to be pm in n Isng before cutting or fabrication. Plane shall not be installed saw knodsole, keou m diaoned grain. Members dW I be an for light fining wood to woad barring. Connector plain shall be located on both 6ces of the tnsa with nits Poly Imbedded and dull be gm. abpa the joint unless otherwise shots A 5xJ plate Is s' aide x J' long. A 64 plate Is 6' aide x g' long. Stour (Mies) run parallel to the plate length specif ct Dank cum on nib members shall min a Use centrdd of the webs unless otherwise shown Corrector plate sirs art minimum sirs lived on the form shown and rosy need to W nicieased for cram handling and/or erection areas This Irms is not to be labricamd nith fire retardant treated Pomber unless otherwise shown. For Wditioul information on Qualiy Costal ref. in ANSVfPI 1.199s PRECAUTIONARY NOTES All bating and erection namnmen6itou are to be fdlowW In acmdaae with soapedindustry publications. Trusses art to be handled nith panicolar art during banding and bundling. delhtn and installation to nold damage. Temporary and permamu bracing for holding trusses in a straight and plumb position and far resisting lateral form shall be designed and installed by others. Comfol handling is csznhal and erection bring la alas.5 rcquued. Norual pre strum ry anion for Reline requires such tempmr) bracing during Installation bemeat truan to nmd toppling and dominoing. The supcnivon of cralmn of encases "I be aids the costal of persons agxrienccd in the installation of trus>a Pa• fesonal sdmico sMll be sought if needed. Cosamation of consinieiron toods grater than the deha ts ats shallnos be applied to In oases.1any time. No Inds other than the washt of the enema &lull be applied to sass until aft. all fastening and bracing Is caopktcd TC: 2x 6 SP $2 BC: 2x 4 SP N2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-7/23, BOT CHORD 1-3=-8/2, Unbalanced load case(a) have been checked. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-02, CLC, V= 125mph, Her 15. 0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 2.0 ft Wes 2.0 ft Truss in END zone, TCDL- 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 23 0.07 A 1- 3 -8 0.04 1-8- 0 0-6- 6 Face = 0- 2- 8 2-0- 8 1 2 6.00 C/L: 1-11-12 51# 1. 50" 0-4- 2 0-4-2 3.00 0-8- 0 129Af 8. 00" 369 1.50" 2-0- 8 4 3 0-100- 10. 82-0-8 RO 3 9)) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n d a Syst e MS Bracing shown on this drawing is not cream bracing, wind bracing, postal braang in similar bating nitich is a pan of the building deign and which muss be considered by the building designer Bracingim- i shs for lateralsuppers of tea members only to reduce tickling length, Pron ions must be made to archor lateml bracing at ends and specified Incisions dnermlred by the building devilries. Additional bracing of the merall ancnsm may be required (Sot MB-91 of T..) Far spaif c Inds bracing requirements. cemact building designer, ffruss Plate Inslitusc TPI is [cored as 393 4005 MARONDA WAY D'Onofrio Dri-, Madison. Wisconsin 55719). Sanford, FL. 32771 Component Engineering by. Tniss Engineering Co. P.A., gilt SoundsideRd. Edenton• NC 279s2 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE W0050060 267 Medalllon 1. thuluola, FL 22799 Joint Locations 1) 0- 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq- 1 IOLX. REACTIONS PER BEARING LOCATION----- 2L-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 129 87 -234 B Pin 1-11-12 1 51 77 -135 T Pin 1-11-12 1 36 0 -16 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/ 999 0.00/999. 2-1 Horiz. 0.00 0. 00 NA Max DL Deflection L/ 999 = 0.00 Long term deflection factor = 1.50 Attach with (2) T6d Toe -Nails 1- 2- 8 IA" ach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.6663 Eng Job: WO: ARLK Dwg: TI: JS2 Dsgnr: TLY Chk: B/ 5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 Dsf v4.7.32-63768 I I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:JS3 Qty:2 DESIGN INFORMATION This design is for an iMnidual building compotcm and has been Died on information is mnded by the client. The designs disclaims arty msposmbilaq far danegn as readl of faulty or Incorrect idomeatnon, sycslialmm anNor designs Nmished to the tnm tlesigrcr by the client and The mrrectoee or accuracy of this Informauan m it may relate to a sp&ifc pmjm and acteprs no rtsponasibtlTry or eterciao no control with regard Ica hbrieuioq handling. shipment and installation of tents. Tith try has been designed as an IMhidoal building component in accordance wills ANSVrP1 I.1995 and NDS-97 to be incorporated as pan of the building design be a Building Designer. When mimes! for appmil by the building designer. the design loading, "hose roam be cheated Tobe sum that the data shone are In agreenKlli uilh The lash building codes, local climatic reeards fin nand or min, lads, project speerllatbro or special applied Inds, unless Henn Ina has not been drsigird for storage or oeeuper cy loads. The design assumes compression chords hop or bormin) are continuously braeed b) sheathing uNen oihc u specified %Vhem banom chords in Tendon are Ties billy bractd laterally by a Pepin applied rigid ailing- they should be bread at a raudmum spacing of 1740 o c. connector plain shall be man lfaetmed from 20 gauge ha dipped phvdeed steel mating ASTM A 653. Grade 40. uNen dhemix sham. FABRICATION NOTES Prior to Wisiation the fabnotor stall mum Thus drasting to nvnlj• thin this timing is in conformance with The Otbrialors plans and to realize a andrmtng rupom,7zrliq• for such -ification Am discrepancies art to be pea In nesting before cutting or fabrication Ron shall not be installed mer knotholes. knees or distorted gmin. Members shall be cm far tight Oiling rived to mood baring. Connector plain shall be located on both faces of he trva min nails 6dly imbedded and stall be rya about the joint unka othereie Nome. A 5v4 plate u 5' nil l' long. A 64 plate is 6' wide t g' long. Slott (holes) rim parallel to the plate length speci)id. Doable cuts on web members shall mess at the ammid of the nobs unless othemie shone. Connector plate sim are minimum sim Wed on the forces sham and mil- reed to be inesetsed per mtain handling andfw erection stresses This Ina is not in be fabrloned mth ere mordant Treated hulls miles otherwise shown For additional inflammation on Qcnity Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All erring and motion reeomrrctdatbm art to be fall ..d in oamduce with aeecpred industry p bliautm Trunn ore to be handle with particular arc daring banding and bundling, dclhvr • and installation to nand damage Temporary endpermanent bracing for holding trusses in a amighl and plumb position and for resisting tatenl farts shall be daigned and installed by others Careful handling is essential and erection bracing is alma required Normal preovuortary action for tnsas requires such tempoesn bracing during irmallasia between trusses to nvld toppling and dominomg. The mpenision of erecuon of Trusses shall be under the central of persons ecperierctd In the inaalhtion of trusses professional advice shall be sought if receded Cortamisdan of construction loads greater than the design leads shall not be applied to masses u any time No lads other than The "I& of The erectors shill be applied To tutees until after all faacning and bracing is TC: 2x 6 SP 82 BC: 2x 4 SP N2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. .. F'ORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -10 0.01 A 1- 3 -1 0.01 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 73 37 -143 B Pin 0- 8- 4 1 18 35 -50 T Pin 0- 8- 4 1 14 0 -2 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 es 0.00 Long term deflection factor - 1.50 0r 1 2 G. 00 L: 0- 8- 4 189 1.501, Sx6 1- 0-4 0-10-10 0- 0-4 0-0-4 3. 00 Face = 0- 2- 8 0 739 8.00'14M LSO" 1. 0-9-0 t TIC 4 3 0- 10- 8 0-9-0 R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma r o n d a Systems B nc rig shim on this drarring is b erection bracing• randbracing, postal bracing or similar bracing which is a pan of the building design and which must be considered by ik building designer. Bmcing Nam is fin lateral mppon of truss rnemben only to rd= buckling length. Pmisions into be made to anchor lateral bracing at ends and spec,fed locations detemired by the building desgner. Addilim it bracing of the Overall structure true be required (See HIB.91 of TPI) Tor specific imss bracing mquiremenls. comaet building desigrer.Rruu Plate Institute. TPI is looted at 513 4005 MARONDA WAY D'Onofrio Drise, Mndascar Wisconsin 53719). Sanford, FL. 32771 Component Enginceiing by: Team Engineering Co. P.A., 312 Soundside Rd. Edenton. NC 2793) 407) 321- 0064 Fa (407) 321-3913 TOMAS PONCE P.E. LICENSE Tr005006e 397 Medallion PL Chuluota, FL 327CC Unbalanced load case(s) have been checked. Joint Locations 1) 0- 5- 8 3) 0- 9- 0 2) 0- 9- 0 4) 0- 5- 8 WndLod per ASCE 7-02, CiC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 0.8 ft W= 0.8 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compresaion/Max Tension TOP CHORD 1-2=-10/0, HOT CHORD 1-3=-1/0, Over 3 Supports Scale = 0.6169 Eng Job: WO: ARLK Dwg: TI: JS3 Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 1.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 psf v4.7.32-63774 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\JS3.prx I I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:JS4 Qty:2 DESIGN INFORMATION This design is fm an nndnndual Wilding component and has been bard on information prmided by the diem. The designer disclaims any responsibility for damages as smell or lault or incorrm informahom specifications andfor deefpa famished to the truss designer by the client and the coneetrtm or accuracy of this information as it may relate to specific project and amps no respondbilnq or « crcim no natural mlh regard to fabrication. handling, shipment and installation of trnt5a This truss has been designed as an indhidual building compomcra in accordance mth ANSVTPI I-199d and NDS•97 to be incorporated a part of the building design by. Building Desipter. When mimed for npprotol by the Wilding designer, the design loodinp shonr ram be cbeded to be sure that the data shown are in agreement with mhe local building coda, lost climatic records for wild a show loads, pra)at specifications or special applied loads. Unless sbona truss has not been designed for stoop: or occupancy load& The design assumes compression chords (top at bwtan) are continuously I read by sheathing unless ahernise spmfred, %Vhcm baton chords In tension are not fully braced laterally b) o property applied rigid ailing, the) should be braced at a I— spacing of Hr-0' o e Conrcaor plain shall be mannufactured from 20 page but dipped phanited steel mating ASTM A 653. Grade 40. unlm ahernu ahamm. FABRICATION NOTES Prior to hbnatron. the fabriaten shall mi— this charring to merify that this dmtng is in conformance oath the tbbriatofs pow and to reallx a continuing responsibility fa such terillc;n on. Any dicrepanries ace to be put In .Tiling before cutting or fabrication, Flares shall nor be inmalled aer knothuln knots or distorted pain. Members shall be as for tight fitting wood to word baring. Connector plain dull be bated on bah face of the truss with mils fully Imbedded and shall be seen id an Ute pia uNm athcmuc dmnm A Sra plate is S' ride r V long. A flyg plate is 6' wide a g' by. Sots Ihole.) ran parallel to the plate length specified. Double cots on web member shall nett at the «mroid of the nobs uNm 01hem7se nhowT. Connector plate aim am minimum sizes based oo the farm shown and nun• nud to be increased fw certain handling ardlor cmeran, mrma This teem is mow to be fabricated win fine retardant treated lumber mnless ahernise shone For WLtioml information on Quality Control rcfcr to ANSVfPI 1.1995 PRECAUTIONARY NOTES All bracing and erenmon recanumendatnons are to be folbw7d in accordance with trtceI industry publications Trusses are to he handled u7th Particular are during bonding and bundling, delivery and installation to void damage. Temporary and permtrcnt bracing far holding tresses In a straight sad pbmb position and fee resisting lateral form shall be designed andIrmalled by when Careful handling is essemial and emetm braang is always required. Normal pmautnorury action fa tnnscs requires each temporary bracing during inmalladon ber m en trusses, to nod toppling and domin wing The superosfon ofermmn of trusses shall be under the catuml of persons eepericreed in the installation of trump. Profemoal adncc shall be sought if' Concentration of conmruetioo hoods greater than the design lolls shall out be applied to macs al ram time. No lads other than the weighl of the erectors shall be applied to Incomes until after all listening and bronng is completed TC: 2x 6 SP a2 BC: 2x 4 SP N2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Act= 1.0 Bld Type= encl L= 1.7 ft W= 1.7 ft Truss in END zone, TCDL- 0.0 paf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 87 0.02 A 4- 3 9 0.01 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 1 Boris. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor as 1.50 Unbalanced load caae(s) have been checked. Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES ( lb) - Max Compreaaion/Max Tension TOP CHORD 1-2=-38/87, HOT CHORD 4-3=-7/9, 1- 8-4 I 2 4. 00 C/ L: 1- 7- 0 18# 2.50" 5x6 0- 2- l 2. 00 Face = 0- 2- 8 0- 8-0 M 168# 8.00" 23# 2.50" 1- 8-4 4 3 1- 4-8 , 1I-4-8 , 1-8-44 R0- 66-15)) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, GRACING WARNING: LMarondaSystemsBracingshoneonthusdratringisnorermionbracing. hindbracing portal bracing a similar bmng which is a {fin of the Wilding design and nimich must be considered by the Wilding designer. among sham is fa lateral suppon or Inn member only to reduce cackling length. Bonin— mum be made to anchor lateral bracing at ends and specified locations determined by the Wilding daigner. Additional bracing of the om ,rall measure may be required. (Sat HIB•91 of TPI) For speeific truss bracing requirements, conlan building desigm.(rnm Plate Imnrate. TPI is loafed at dU 4005 MAIZONDZWAYD'Onofrio Dism Madison. Wiseman. 73719) Sanford, FL. 32771 Component Engineering by, Truss Engineering Co. P.A.. III Sautdside Rd. Edenton. NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050060 207 Medalflon PL Chuluoto, FL 32704 Desivn: Matrix Analvsis Profile Path: C:\TE£-LOK\Work\Jobs\ARLK\ARLK\7S4.nrar Joint Locations 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 Right End vertical designed for wind. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Ccr 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 168 -58 -324 B Pin 1- 7- 0 1 le 110 -56 T Pin 1- 7- 0 1 23 0 -9 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with ( 2) 16d Toe - Nails T 0- 11- 2 Attach with ( 2) 16d Toe - Nails 0- 2- 1 Over 3 Supports Scale =0.7343 Eng Job: WO: ARLK Dwg: TI: JS4 Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 osf v4.7.32-63779 Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:JSGRDI Qty:2 DESIGN INFORMATION This design is for an indnidial Wilding component and ha been based on information prodded by the client The design. disclaims say respooaailln for damage as a Roll of fadry or incur ecs iafamatioo. spaifications a Nor designs furnished to the Inuss designer by the diem and tic conectnen or accuracy of W s information u it cox mhuc to a specific project and accept. no raFonsibthq• or mmises no control nigh regard to fabriation, handifn& shipmw and installation of tnsssm This trim has been dclgncd a an indnidoal Wilding contponea in savidance rith ANSVIPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When mimed for apprmal by the building designer. the design landings sham mat be checked to be some that the data shmm are in ageernem mth the local building codes tool climatic records for nind or soon' buds, project specifications or special applied Imds_ Unless shoun. muss has not been designed far storage or occupancy loads. The design assume anmprem0rl chards (lop at Masan) am cendmiuisly Maecd by shouting unless ahcmise specified. Where bottom chords in tendon am not fully braced Laterally by properly applied rigid ceiling. they should be breed al a masirrmo spacing of I0'd' o c Connector plate dull be Iromdaoortd from IO page hotdipped galeanized steel meeting ASIM A 633. Grade 40. unless mhcnrise shone. FABRICATION NOTES Prim to hbrimtan. the fabnoter shall m L- this drarring to Ic 4 that this firming is in confortuncc mlh the f>Drtcotoes pWv and to mallze a continuing responsibility for such icrit)pt10a Any discrepancies ate to be put In coning before coning or fabrication Win dull not be installed mci knolbule, knot, or distorted grain. Members shall be cut for tight fitting nood to send bearing. Co suede plate dull be located to both fan. of the inn. pith rods fully Imbedded tad shall be a)-. about the joint omen chemise 0- A Iss plate is d' nide s J' long, A 6%9 plate is 6- vide a g' long. Slats (hole) an parallel to the plate length specified. Double tuns anbmembersbullmesaatthecentmdoftheaelnuNm aherrise shone. Connector plate razes are mimmom dais based on the forts shown and -y need to be taaeased for certain handling aMfor eneaion stresses This ram is not to be fabricated with Mm retardant treated hnmba anlenchemise shone. For at Lionel Inlbnmsron on Quality Commit n re, to ANSVRI 1. 1993 PRECAUTiONARY NOTES All bracing and enco- ruwmmendations are to be fclloned in a®rdana vim accepted indoor) µ b fusions Tmsws are to be handled pith particular art during boding and bundling. delisery and imtalLalloa to rand damage. Temporary and pen ancnl bracing for holding ina5e in a straight and plumb position and for resisting lateral funds "I be designed and installed by others. Careful handling is menial and elation Mating is alita)s required. Normal precautionary anion for trusses requires such tennpomrr bracing during Installation berg cn urliNtS to avid toppling and dorouncing The mpcnision al erasion of tmsfo dull bu under the control of persons eyerienced in the rnstallatiaa of trusses. Professional tan, ce dull be soughl if traded. concentration of construction lands greater than the drags houds shall not be applied to tmutses at any lute. No Inds aber than the nright of the erectors shall be applied to trusses until after all fasiemng and bracing is completed TC: 2x 4 SP a2 BC: 2x 4 SP k2 WB: 2x 4 SP 83 2x 4 SP 82 4- 4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Boric Uplift Y Type 0- 4-13 1 361 184 -506 B Pin 5- 1-12 1 234 0 -367 B e Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.07/300 0.07/622 1 Boric. - 0.03 -0.05 NA Max DL Deflection L/400 = 0.00 Long term deflection factor - 1.50 2- 3-6 0- 6-1 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the Composite result of multiple loadcases. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 1-02, CLC, V= 125mph, S- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 5.2 ft W- 5.2 ft Truss in END zone, TCDL= 0.0 pef, BCDL= 0.0 pof Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -73 0.35 C 4- 0 -280 0.33 0- 3 -25 0.44 Joint Locations 1) 0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -27 2- 0- 5 BC Vert L+D -41 2- 0- 5 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-73/26, SOT CHORD 4-0=-280/177,0-3--25/23, Webs 3-2=-101/263,0-0=-172/264, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 263 0.09 C 0- 0 264 0.39 5- 3-0 1 2 3. 45 1 27N 1. 68 2x4 P9 M 361N 9.56" 234# 2.50" 5- 35- 3- 00 1 4 3 1- 7-9 5-3-0 RI- 8- 6) 411$ EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING NARKING: M a ro n d a Systems Bradng shmtn an this dmting a not erection bracing, rand bracing, portal broing a similar bracing which is pan of The building deign and ankh must be considered by the building designer. Bracing stanim is for Ioteml support of Inter mernEen - 4 to nduco buckling lengh Prmisions muss be mide to anchor late.] bracing of ends oral specified Iooalians determined by the building designer. Additional bracing of she overall stna:tture may be required (See HM.91 of TPU.Fa specific truss bracing requirtmcros, coma building designer.(Tns Wm Ituallue, TPI is looted at 523 4005MARONDAWAYDOnefrioDrite. Madison. Wnanndn 337I9). Sanford, FL. 32771 Compoiem Engineering by; Truss Engineering Co. P.A., IIII Soundside Rd. Fdcntam NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k+0050060 367 Medallion Pl. Chuluota, Fl. 3274C DeaiCn: Matrix Analvais Profile Path: C:\TEE-LOK\Work\Jeha\ARLR\AR7.R\.TSr-nn7 n,•,e T 0- 7- 8 Eng Job: Dwg: Dsclnr: TLY Chk: Attach with ( 4) 16d Toe - Nails Attach with ( 2) 16d Toe - Nails WO: ARLK TI: JSGRDI 8/5/ 2006 Scale = 0. 5568 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 osf v4.7.32-63790 Job: ARLINGTON K CUatomer:ARLKINGTON K 364 WO:ARLK TI:JSGRD2 Qty:2 DESIGN INFORMATION This devil is for m etdnadual building component and has beca bald on Infornution omitted by the clurnt. The designer disclaims a- responsibility for danugn as mull or wry or incorrect nfonoauon, specifications andlor designs punished to the trims designer b) the client and tleRtaarteaoea a accuracy of this information "itmayato. specific proper and adepts no responsibility or exercises no control n,lh reprd to fabrication, handling, shipment and Installation of trusts This Ism has been designed its.. idhidual Wilding cumponem in .ecordarce nvh ANSVIPI 1.199S and NDS-97 to be incorporated as pan of the building design by a Building Oesig er When maenad far appm.l by the building designer. the design loadings shone mmW be flecked to be sue that the data shorn an in ogmenlent nith the local building codes, tool climatic records for rind or snore Inds, project spectftcatiom or special applied loads. Unless shorn tltm has nor been designed for storage or occupancy toads. The design amvrcs compression chords (top or bosom) an antimsatsly brad by sheathing amen ahem,se specified. where bottom chords in trnsioo are col fully broad laterally by proper) applied rigid ailing, the) should be braced m a matimum spacing o(10'' o c. Coorecrw ptatn swI be mananattnd from In gaup ha dipped phanind steel wag ASTM A 03. Grade 40. unless ahertrise [bona FABRICATION NOTES Prior to 6Wiatton, the fabricator shoal mien this droning to rarity that this droning a in oanfomance oath if. fabricators plans W to realize. continuing responsibihq for such anacation Arty dixreparcin arc robe psi in nailing bdole cutting w fabrication. Plain scull nor be irm.11ed oer knotholes, knots or distorted grain Members shall be at for iughl ftning nod to nand bearing. Connector plain shall be located on bah ram of the truss oath earls fidl imhdded and shall be s)m about the jo rid unless orhendit shorn. A Sss plate is 5' vide s r' long. A 6,01 plate ss 6' aide a I' long. Slots (Win) run parallel to the plate length specified. Double cut on web m..bm shall seer at the antroid of the nobs unless alhernix shone. Connector Phil, idea an minimum rim based on the forts shorn. and may need to be incased fa certain handling and/or erasion stresses. This team is col to be fabricated troth Rn maidaltt treated lumber unless ahemin dame For additional information on Qmhty control refer 1. ANSVrPI 1.1995 PRECAUTIONARY NOTES All bracing and election nx.mmerdatiom an to be folbn,d in accord -pith accepted Industry publications. Taxes am to be handled pith particular arc during banding and bundling, delhery and installation to maid damage. Temporary and pertmanua brocing for holding tursses in a straight and plumb position and rw nsisang lateral retirees shall be designed ud installed by others. Caieftil handling is essential and erection totaling Is required. Normal precautionary action for massn requires such temporary bracing during Installation banes trusses to n.id toppling and dominuing The supervision of enaction of t- shall be uirdcr the control of posers ecperienced in the Installation of trusses Profesdorual ad%= dull be sought if needed Concantrouou of commission toms pater than the design loads awl nor be applied to ttmste, or amy lime No toads caller than the neigh) of the Creston shall be applied to inssn rand after all fastening and bracing is TC: 2ac 4 SP N2 BC: 2x 4 SP 02 WB: 2x 4 SP #3 2x 4 SP 42 4- 4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. User defined loadcaaes have been considered in this design. In -Plant Quality Assurance with Cep 1 MAX. REACTIONS PER BEARING LOCATION----- X-Lou BSet Vert Boriz Uplift Y Type 0- 4-13 1 366 183 -502 B Pin 5- 1-12 1 279 0 -365 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 268 0.09 C 0- 0 278 0.39 3-6 0- 6- 1 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-02, CLC, V= 125mph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 5.2 ft W= 5.2 ft Trues in END zone, TCDL- 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--74/34, HOT CHORD 4-0=-292/187,0-3=-26/26, Cr Webs 3-2=-129/268,0-0=-185/278, C Joint Locations 1) 0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D -51 3- 7- 4 BC Vert L+D -15 1- 4- 4 BC Vert L+D -36 3- 7- 4 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 74 0.38 C 4- 0 -292 0.35 0- 3 -26 0.41 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.08/605 0.08/605 2-1 Boriz. 0.03 -0.05 NA Max DL Deflection L/999 a 0.00 Long term deflection factor = 1.50 5-3-0 1 2 3.45 151H Ill. 1.68 2r4 Attach with (4) TI6d Toe -Nails 1-5-0 1 t Attach with (2) 0-7-2 16d Toe -Nails 1 366t19.56" 279t1 2.50" 5-3-0 4 3 1-7-9 5-3-0 RI- 8- 6) 1.5t1 369 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a run d a Systems Bracing shorn on this droning is norcrect- bracing, rid timing. primal timing or tiro tar bracing Mitch is a pan of the buldlng design and ohich must be considered b) Ilie Gelding designer. Bmctng shorn is for Inteml mrppon of truss members only to reduce buckling length Pm corns mum be mode to anchor lateral bracing a ends and spoulled batons detcmined by the building designer. Addnlaoah bracing of the otoroll unreum mq be rcmii d. (See HIB-f I of TPI) For apecirm inm bmcng requirements, contact butilding designer.(Truss Plate hnunu¢. Till is tooted m 5a34005MARONDAWAYDY)afrlo Drim Madison. W.--ri 53719). Sanford, FL. 32771 Component Engineering by: Team Enginanng Co. P.A., gig Saindside Rd Edenton, NC 17912 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 367 Modalllon PL Chutuota, FL 22746 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\J7GRD2.prx Scale = 0.5193 Eng Job: WO: ARLK Dwg: TI: JSGRD2 Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0TPI-02/FBC-04 BC Live 10.0 psf BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-63795 Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:MH1 DESIGN INFORMATION This design is for an indnidual building comporcm end last been based on information prmided by the client. The deeper disclaims any nspmnibilrly for damages as result of Imul y a incorrect urllbrnallOn spmAoriom and/or design furnished to its true desiger by the diem and the roreclaim or accuracy of this information as It may relate to specific project and accepts no naponsibilit) or mmi:a no wrrol nigh regard to Imbnulorc handling. sldpmem and installation of trust This trim has been designed as an nndhidtal Wilding mmporcm in aotorda= nilh ANSIRPI 1.1995 and NDS• 97 to be Itearponted as pan d the building design by a Building Designer When nmimcd for apprm.l by the bulding 6esiger, the design landings shmm must be checked to be sure that the data shorn am in opceaxnt mth [ be local building codes, loin climatic roan for mind or srnom leads. props specifiraGons or special applied Ieds. Unless shin o, tint has rw been designed fa storage o occupancy Media. The design assures wmprsdon chords (top or bottom) are continuously brood by sheathing unless othemix tpeclled. Where bottom clew ds in tension dim not hilly bond laterally by ptppuly applied rigid ailim they should be' at a maamom spacing d 10.0' o c Comers plain "I be mamdaeimmil from 20 pose Imo dipped ph,tnized ual meeting ASThi A 653. Oracle 40. unless ali mise swan. FABRICATION NOTES Prior to fabrication. the Wrimta shall mit.r this draining to.Try that this dramng is In confoneace nith the Imbrieto's ptae and to realnx a continuing raspormbulrty fa each .erifiution Any discrepancies an: to be put im mlidng before cutting or mbrication Meta shall not be installed mer knoholce. lows a divaned grain Members 0u11 be cis fa tight fining mood to rood Outing. Carsecta plates shall be located on both faces of she true mile .its hllh• imbedded tad shall be t)m, obom the joint unless cthmtsc ah ri n A Ses plate is 5' mole e s' long. A 6c8 plate is 6' node a a' long Sloss (holes) inn parallel to [be plate Imp specified Double curs on neb members shall mM at the antmid of the nobs unless ahcrmix ahoon Connesio plate razes are msnlmam time based on the liras shuns and may need to be incread fin amain handling And/or crecii0n stresses This tom Is not to be Imbricated pith Ore misrdam treated limber unless omeim a salon Far oddidoml information on Quality Control refer to ANSUfPI 1. 1995 PRECAUTIONARY NOTES All bracing and section rotommecduGom are to be fclbr. Td in soardana with acrrped industry publiotlo s Trustee see to be handled mite particular ere during banding and bundlin& deli.Try and installation to noid damage. Temporise)• and permanent bmactng for holding times I. a might and plumb position and for resifting lateral form shall be designed and installed by other. Careful handling is essential and erection bracing is atma)s required. Norval preaulooary, scion for cusses requires each temporary bracing during installation berneen mass to void toppling and dominating The supenivan d anion d Irusxs shall be under the control of persons e<peneruoed in the installation of I- Prafenlonal ad.ice shall be sought if needed. Concentration dconstruction loads pater than 16e design loads shall not be applied to muse at any ume. No kids other than the ueughi of she crecmR shell be applied to tomes wuil aOer all listening and bracing is TC: 2x 4 SP 42 BC: 2x 4 SP 82 WB: 2x 4 SP H3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loiedcasom have been considered in this design. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--718/746,2-3--484/479, 3- 4--388/522, HOT CHORD 7-6=-696/617,6-5--93/121, Webs 2-6=-262/477,3-6--58/208, 6- 4--599/581,5-4--523/571, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.13/999-0.25/579 6-7 Boriz. 0.01 0.02 NA Max DL Deflection L/999 = -0.12 Long term deflection factor - 1.50 0- 6-6 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7-02, CLC, Via 125mph, H= 15.0 ft, Ies 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L- 13.0 ft W= 13.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL- 0.0 paf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 746 0.35 A 7- 6 -696 0.57 2- 3 -484 0.32 A 6- 5 121 0.50 3- 4 522 0.21 A Qty: 1 Joint Locations 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) 8- 8- 0 In - Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- X- Loci HSet Vert Boriz Uplift Y Type 0- 4- 0 1 597 256 -675 B Pin 12- 10-12 1 562 0 -580 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. C 2- 6 477 0.13 C 6- 4 -599 0.44 3- 6 208 0.06 C 5- 4 571 0.54 8- 8-0 4-4-0 1 2 3 4 6. 00 I I 597# 8.00" 4x6 3x4 4- 10- 6 II 562# 2.50" 13- 0-0 7 6 5 0 10- A., 13-0-0 12) EXCEPT AS SHOWN PLATES(AREIMiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: DWg: MarondaSystemsBoxingshownwonthisdrainingiserectionbracing. mind bracing. portal bracing car similar bracing uNch is a pond Ds r'TLY Chk thebuddingdesignandMichnowbeconsideredbythebuildingdcslger. on . Bracingsheis for lateral support of tom mrmbcrs only to reduce buckling length Pemislons must be made io nnchor lateral bracing at ends and apanfied Ilk loatimn deirnnlrcd by the building designer. Addisbel bracing die mTrall structure maybe repaired (Sec HIB.91 TC Live 16.0 psf d TPI).Fw specific tout bracing mqulrmenits. contact building deslger.(rrua Mate Institote TPI is looted at 513 4005MARONDAWAYD)DwrrioDnc MadimgWisconsin 33719) TC Dead 7.0 psf Sanford, FL. 32771 Compoent Engineering by, Tim Engineering Co. P.A.• Ilg Swndside R4 Edenton. NC 27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 8*0050068 BC Dead 10.0 psf 367 ModalHon PL Chuluots, FL 32766 `,in n r ti n _..r Scale = 0. 3666 WO: ARLK TI: MH1 8/5/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 32-63799 Job: ARLINGTON K Customer:ARLKINGTON K 3s4 WO:ARLK TI:MH2 DESIGN INFORMATION This desipl is for an incbndual building component and has been based m idamamm pro.ided by the cltcia. The designer disclaims any Iespotmbhry fa damages as a result of foully or incorrect information, specifications mtd/m designs furnished to the INss designer by the client slid the eonectness or atzuraq of this Infore tunics l as it T relate to a spadlc pmjrn and accepts no responaLtliy or ecerNsa no contrd nil regard to Mallon, ha ldhing. shipmetn and Installaon of trusses. This Intss has been designed n an indnidtul building comporcm in accordance uslh ANSVI•PI I-1995 and NDS• 97 to be incorporated as pan of the building design by a Building Desiger. Whco mica. fa apprm'al by III, balding dmgner. the design Imdrnp shanty man be chocked to be sure Ihat the data simmer are in agamenl with The local building codes, local ehwtic records fa hind in stmv tales, project spccifotiom or special applied loads. Unless Lhonn tam has nor been designed for stomp Or occuparcy hods. The design assume arnpre' IIJm chards (cop or balm) am tUminaa6ly braced b) shollung unless othernise specified Where borlom chords in lensma art not illy braced lam=14- by a properly applied ngd RIll.& they should be bried at a ma& Imom spacing of I(rat' o c. Connector plies shall be mtmdacturrd from 20 pup hot dipped ph'adeed steel meeting ASTM A 651. Orade 40. unless ahernve thorns FABRICATION NOTES Prim to labnatiort. the fabricator shall msnr this charring m,vrily that this droning is to conformance mth the hbriames plans and to halite a continuing ruporwroilm' for such,erVnaiion. Any discrepancies are to be put in usmng before calling or fabrication Plato shall not be Installed mer knotholes. knots or distorted grain Members shall be cut for light filling need to rev. baring. Connector plates shill be located on bah Pages of he tam nuh nal, fully In bedded and shall be rein. about the joins l des& ohen\is shone. A 5%J plate is 5' aide ., J' long. A 6,11 plate is 6' code s I' long. Sias (hole) rut parallel to the plate length specified. Double cuts m nto Inettlbers shall meet ai the onnimid of the urns uNess ahcmise dm\,n Connector plate giro are minimum elm based on the forces shomt and may need to be Incra> td fa certain handling a dbr erection presses. This lam is nor to be fabricated nigh fire retardant treated lumber unless ahemse doom, Fa additional Idommion on Quality Control refer m ANSVTPI 1. 1995 PRECAUTIONARY NOTES All bracing and ermnim recsarvie ldations an to be rolwn. ln accordance Mill accepted industry publications. Trusses art to be handled nith panieular are doting banding and handling. ddiv,Q and installation to nod danuge. Temporally and permanent bracing fro holding t- In a might and plumb position and for resiWing lateral forces shall be desiged and Installed by othem Careful handling is cloalml and melon bracing is alnays required Nomlal precautionary saloa for tomes require cock temporary bracing during installation benmen nnsses to nvid toppling and domimng. The stryemsim derecrion ft- &lull be under the control dpenan esperierced In the insulWmn oftras r Prd®mal whiee shall be soughu if heeded Clrncenlntion dconstnrelnorn Iasi& grater thin the design loads shall not be applied to Innsa at am lime No loads and than the weight of the crecton shall be applied to tame until alter all Easterling and bracing is TC: 2x 4 SP 42 BC: 2x 4 SP N2 WB: 2x 4 SP #3 2x 4 SP #2 4- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. FORCES ( lb) - Max Comprossion/Max Tension TOP CHORD 1-2=-761/816,2-3=-588/601, 3- 4=-497/626, HOT CHORD 7-6=-756/651,6-5--80/104, Webs 2-6=-178/386,3-6--56/202, 6- 4=-644/613,5-4=-478/549, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.12/999 0.12/999 4-3 Horiz. - 0.01 -0.01 NA Max DL Deflection L/999 = 0.00 Long term deflection factor - 1.50 4- 5- 3 0- 6-6 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7-02, CLC, Ves 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Krtea 1.0 Bld Type= encl Ler 13.0 ft W= 13.0 ft Truce in END zone, TCDL= 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 816 0.26 A 7- 6 -756 0.49 2- 3 601 0.23 A 6- 5 104 0.41 3- 4 626 0.36 A Qty: 1 Joint Locations 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 In - Plant Quality Assurance with C(r• 1 MAR. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiss Uplift Y Type 0- 4- 0 1 597 230 -695 B Pin 12- 10-12 1 562 0 -568 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 6 386 0.10 C 6- 4 -644 0.48 3- 6 202 0.06 C 5- 4 549 0.43 7- 4-0 41 5-8-0 I 2 3 4 6. 00 597# 8.00" LAY R 562H 2.50" 13- 0- 0 , 7 6 5 0- 10- 8le 13- 0-10- 13- 0- 00 R0- I 112) EXCEPT AS SHOWN PLATES ARE MiTek MT20 wNA2412Vb: EITg Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 11, AIeNG WyARNuIlNGry: Dwg: Systems Boingsm,sonlhlsdmingisotertionbatngusboingpnalbrningwtimilarbeinghichisoµnofMaronda Dsr:TLY Chk gCgONesgner.oeingsmrn Is for lateral sigtpori of Ina, members only to redact bucUing length. Prmisrons most be made to anchor laleral bracing or ends and speeifled locations, dclerminN by the building designer. Additional boring of the memll Wmaure nay be required (See HIB-91 TC Live 16 .0 psf 4005 MARONDA WAY of TPry For specific buss bracing requirements. contact building designer (Tutu Pink Institute, TPI is loafed nl 5a1 D' Olwfno Driim Madison, Wisconsin 51719) TC Dead 7.0 psf Sanford, FL. 32771 Component Engineering by. Trim Engineering Co, P A., I It Soundside Rd, Edenton, NC 27912 BC Live 10 psf 407) 321-0064 Fax (407) 321-3913 0 TOMAS PONCE P.E. LICENSE 0*0050068 BC Dead 10.0 psf 367 Marda0lon PL Chuluots, FL 327Ci TOTAL 43.0 psf Scale = W891 WO: ARLK TI: MH2 8/ 5/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.32-63803 any... .. o......... y„a env %a resin: -:\lbss-JA/n\wor)e\,1ojos\ARLA\AKLx\miiz.prx Job: ARLINGTON K Customer:ARLKINGTON K 3b4 WO:ARLK TI:MHS3 Qty:2 DESIGN INFORMATION This design is for on indi%idual building componcns and It. been based on Infornathon presided b) the client. The ddM disclaim any responsibiliq for da wages n nmll of fadry or incorrect infomuatlon, speeillatlom and/or deugns Ihrnidled to the tram desigxr by The client and the correct- or accuracy of Nis infomotlon as is may relate to a specific project and accepts no responsibility or ecercim Ties antral iiitls regard to fabriatioq handling, dupmens and inawislion of trusses. This trou has ban dalpad o an Inditidual building arrgencnt in aazrduce aith ANSVfFI 1.1995 and NDS-97 robe intensities. ad a pan of the building design by a Building DWgar. When mimed for spproal by the holding deshper, the design loading, sMwn mtm be Chafed to be Sure Iha1 the doe shoran agreementartinagrment aith the local building codes, local dimatic rearm for tried or tnOr hods. pryers geaflatiura a special applied loads. Unlm drawn Truss has not bern designed for lamp a occupancy Iuads The design asmnea tmtpeaian chords (lop or bottom) are armdmomly heard by sheathing unless ahc-se speaned. Where boulan chords in tension are not hilly broad laterally by a pmperi) applied rigid ailing, iM7 shored be baud 11111 I=. tpaeing of IR-O' o.e. Connector Plates shall be manufactured ham 20 pug, hot dipped gal-dred real r celing ASTM A 65). Grade 40. unless otherwise shoom FABRICATION NOTES Poor no abrialion, the fnbriator shall mirn thus limning to %wily that this timing Is in anfommna with The fabritatoh plans and to malice a continuing responsibility for such %eriflasion, Any dlscrepandes am to be put in ailing before cutting or fibriali ore Ina doll not be installed oer kracholea knots or diverted perm Members dall be at for tight fining wood to hood beauty. Connector poles Wll be looted oo hall faro of The Tram nth rails fully imbedded and dull be s)m, about the pint tWm ohcn%is drown A Sts plme is 5' oide t N' long. A Ult ptoe is 6' wide s g' long. Skis (holes) run parallel to tbcphase lmgih spadled Daubhe cuts on neb it. ben shill Suede The antmld of Ill webs unlm Masse shoon. Connector plate sim art maintain din based on the force shim and may trod to be increa¢ d for ¢rain handling ardor erection comes. This Inn is not to be Nbriated nith Tire retardant bated umber untm isit-ise shim For addunonal informmion on Quality Commit letter 1. ANSUTPI 1. 1995 PRECAUTIONARY NOTES All brxing and erection recommendations art to be rationed in accordance villa Wapd industry publications Trusses art to be handled aiih particular are during banding and bundling, delhen• and installation, to mid do-&,. Tcmpon7 and pt-new bracing fa holding trusses in a stnighs and plumb position and for redoing lateral form shall be designed and installed by oben. Careful handling is enmtial and enahon fixing is shy, required. Normal pnaolonsr) action for Ines requires such Temporary bracing during nnsulMion bamxn Trigs to -old nupying and domiroing The supentuon of erection of tnmes shall be under the control of persons etperxnad in the installation of outcast Prof®oml ad%ice shall be sough if needed CTI-tnlion ofanartction Inds greater Than the design bads dull not be spptied to frames at any time. No loads other than the wmghl of the ereetota shall be applied to trues until aner all fadening and bracing is comlaed TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP N3 2x 4 SP #2 0- 0 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. or (): Plate(s) OFFSET from joint center. Tho Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. Right End vertical designed for wind. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1325 0.62 A 1- 0 -1023 0.27 2- 3 -130 0.44 A 0- 5 -1582 0.37 5- 4 -1583 0.40 WEB. .. FORCE..CSI. Cr .WEB. ,.FORCE..CSI. 5- 2 219 0.09 C 4- 3 294 0.13 2- 4 1387 0.59 C 1- 0 -562 0.15 4- 3-3 0- 6-6 0- 8-0 4689 8.00" Analysis based on Simplified Analog Model. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcasea have been considered in this design. In - Plant Quality Assurance with Cq- 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2, 4 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-1287/1325,2-3=-130/106, BOT CHORD 1-0=-1023/857,0-5=-1582/1203, 5- 4=-1583/1202, Webs 5-2--49/219,2-4--1090/1387, Cr4- 3=-57/294,0-0=-270/184,1-0=-562/328, C C Mill 4. 00 2. 00 Joint Locations 1) 0- 0- 0 3) 10- 6-12 5) 5- 4- 9 2) 5- 4- 9 4) 10- 6-12 6) 0- 0- 0 Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-02, CGC, Ves 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kztea 1.0 Bld Type- encl L= 10.7 ft Wes 11.0 ft Truss In END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Soria Uplift Y Type 0- 4- 0 1 468 417 -417 B Pin 10- 10-12 1 460 0 -680 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.04/xxx 0.01/xxx 4 Boriz. - 0.02 -0.03 NA Max DL Deflection L/xxx = -0.03 Long term deflection factor es 1.50 460# 2.50" I. 10-8-8 M,, 6 5 4 1- 4-8 , 10- 8- 8 R1- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Ma ro n d a systems Bracing shone on this dmntng is not erection bminL ntnd bring• portal bracing or dmilar bromng which Is a pan of De r TLY Chk thebuildingdesignandutichmossbeconsideredbyThebuildingdesigner. Bring shone is fa laseral support of trim metnben only to reduce tickling length Precisions mint be made to anchor literal i lbracingof ends and specified TC Live 16 0 s f lomsionsdgerminedbythebuildingdesigner. Additional bracing of the otemll acma rture ybe required. (Sou . HM-91 p 4005 M A RON DA WAY DOtrorTPW o D Madison. Wisscanttin 55ric Truss bracing719) conuO Wilding tes per.(Ir m Phase Institute, TPI is bated at Sg) p TC Dead7.0 of Sanford, FL. 32771 Component Enginmtngby:Tram Engitcenng Co..P.A., gig Sounddde Rd, Edenton, NC 77932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMA,S PONCE P.E. LICENSE W0050066 BC Dead 10.0 psf 367 Medallion PL Chuluota, FL 22766 TOTAL 43.0 Dsf Scale = 0. 3739 WO: ARLK TI: MHS3 8/5/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 32-63806 Design: Matrix Analysis Profile Path: C:\TEE-LOK\ MHS3.prx I I I Job: ARLINGTON K Customer:ARLKINGTON K 3&4 WO:ARLK TI:MHS4 Qty:2 DESIGN INFORMATION This design is for an iMnidtnl building mmporcnt and has been based an information prmided by the client. The designer disclaims any responsibility for damages u a mull eif faulty or nemrrecs hrfarrrr lim specifications andfor daipu famished to the buss designer by the diem and the carrecsnm or xcuroq of this information as it may retire to a specific pmjem and nape no respmsibibry a cmcises no control mmh regard m Gbricttion. handling. shipmem and installation of Ines This truss, has been designed as on indnndoJ building accordancemmpooetdInaccordancewithANSVTPI1. 1995 am NDS-97 to be incorporated as pus afthebuilding design bye Building Designer. When rcviessed for oppmn,al by the building designer. the design WWmp.home mum be checked to be Wm that the data slOnm at' In agreement localma uiththelocalbuildingcodmlocalcliticrecords Ibr rand or .onus loads, project speeiBatiom or speeul Applied loads. Unless shorn tnsss has not been designed for storage a ocetparrg• loads, Tic design assumes compression chords (top or bonem) art conlimaanJe braced by sheathing ualm odart se spmfied Where human chordh in tension m tar fully braced laterally by . property applied rigid atlmg. they .hould be braced.. a mi- in Voicing of 10'4' o c Connector plates sholl be mnamGetured train 20 pap ha dipped phimired pal riming ASTM A 655. Grade 40• unless ahennlse shmso FABRICATION NOTES Pryor to fabrication, the fabricator shall mien this drawing to ttril r that this dmming is in cmnformanx with the hbreomet plans and to mature a cominuing msp ussibibt for such senlicotion. Any discrepancies ore to be pa to n7(ting before coning or fabrication Plain shall are be installed mer knothole. tins or distorted pain, Member Jail be M for tight fining nexd to hood bearing. Comector plates shall be located on bah Ikon of the INn muh cols fbit imbedded and hall be sy- about the) oim unless othermua ah snn. A 50 plate is 5' nicie s J' long. A 6s11 plate is 6' aide c a' tong Slot (hotel) nor parallel to [be plate length specified Double cm an emb mcmbcn shall mat at the cenuohd of the nebe tinlm othemtse shorn. Connector plate am are minimum tut based on the form shorn oho may seed to be iacsraed fa amain handling and/or erection stresses This tnm is not to be 6brioted with fire retardant bated lumber unless ahemin shonn For additional information on Qualiy, Control refer to ANSVTPI 1. 1995 PRECAUTIONARY NOTES All bracing and ercton necorn endatiom are to be followed in accordance nth accepted industry pdmlioton Trusses art to be handled with panicular cane during boding and bundling. delirvy and installation to acid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for misting lateral faces shot] be designed and installed by others. Careful handling is essrntial and crocuses brudng is dw,7s required Normal precautionary action fa trusses requires such temporary bracing during installation bemecn trusses to meid toppling and dominoing. The supemsion of eleeiian of trufQs shall be under [ be control of persons eeperienrd in the installation of trusses Pmfemonal od- sholl be soughs if needed. Conerarallon of cor ansction loads greater than the design Inds Dull not be applied to inrOes at any iime No loads other than the neighs of IM cram( shall beapplied to trusses wail alter all fastening and bracing is complued TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 7- 7 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-1082/838,2-3ea-794/589, 3- 4--724/613, HOT CHORD 7-0--681/845,0-6--811/1038, 6- 5=-34/38, Webs 2-6=-274/269,6-3=-57/132, 6- 4=-624/786,5-4=-379/338,0-0=-130/168, 3- 3-3 0- 6-6 Ar t Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, Ier 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 11.0 ft W= 11.0 ft Truss in INT zone, TCDL= 0.0 paf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 6 -274 0.08 C 5- 4 -379 0.13 6- 3 132 0.04 C 0- 0 168 0.10 6- 4 786 0.25 C Joint Locations 1) 0- 0- 0 4) 11- 0- 0 7) 0- 0- 0 2) 3- 9- 0 5) 11- 0- 0 3) 7- 6- 0 6) 7- 4- 4 In - Plant Quality Assurance with Cq-- 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 545 121 -485 B Pin 10- 10-12 1 465 0 -375 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. Cr 1- 2 -1082 0.18 A 7- 0 845 0.26 C 2- 3 -794 0.23 A 0- 6 1038 0.36 C 3- 4 -724 0.16 A 6- 5 38 0.15 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.05/999-0.09/999 6-0 Horiz. 0.01 0.03 NA Max DL Deflection L/999 - -0.04 Long term deflection factor = 1.50 7- 6-0 3-6-0 I 2 3 4 4. 00 0- S- 0 1 I 54918. 00" 2. 00 7- 4-4 3- 7-12 R 4659 2.50" 7 6 5 1- 4-8 II-0-0 RI- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bracing.Iadrainingw an this draining is" ermnt ion timing. nind bracing. portal brraci ac,ngor similarbngnfiichis. pan of the build ng design rand sifileh mum be considered g• the buildng( designer Bracing ,lion- is forlatent support of Inn members only to reduce buckling length Prmisions must be mite to anchor lateral bracing ni ends and specified locations determined by the building designer. Additional bracing of the memll Jruciue may be required. (Sec RTB-91 of TPI),Fw .paste Inn tirxing rcquircnems, canon Wilding deiper,(Tnm Plate InJitwe. Trl is located at 597 4005 MARONDA WAY WOnofrio Drim Madison. Wisconsin 5)719) Sanford, FL. 32771 Component Engirecnng bj: Truce Engirecring Co. P.A. 818 Soundside Rd• Edenton, NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE MOO5006e 767 Medallion PI. Chuluota, FL 32TGG Design: Matrix Analvsis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\MHS4.orx Scale = 0.4536 Eng Job: WO: ARLK Dwg: TI: MHS4 Dsgnr: TLY Chk: 8/ 5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA l I 1 Job: ARLINGTON K Customer:ARLKINGTON K 3S4 WO:ARLK TI:MHSGRDI Qty:2 DESIGN INFORMATION Thu daipi is for an indiwideal building component and has been brad on Infbmsauon prmided by the client. The designer duclairmm an) responsibility fa damages a a moult of bully or incorrect infomution, spedricutom ard/er designs furnished to the thus designer by the Niea and the mmciness a oaivocy of .his inforotatmn as h may relate in a specific project and amclas no rest 11 lily a sods on commit with regard infairiralion. handling. shipment and installation of trusses This Ines ban been designed as an milMd.ol build,.( canpmxffl in accordance mth ANSVTPI 1.199I and NDS-97 to be incorporated as part of the building design by a Building Designer. When mimed fa apprm-W by the building designer the design landings dmwn must be elated to be sue that the data shown art in agreement with the tool building codes, 6o=1 climatic records fa wind a anon Ioeds. project specifications or special applied Inds unless clown Ines has to been designed for slangs or occuporc7 lands The design assumes compression cbofdn (top or boom) are coutinuar dy braced b) sheathing anitss otherwise specified. % hcm b rmas chords in tendon are not fully braced laterally by a property applied rigid ailing, they should be braced a, a maximum spacing of 10'-0- o e Caatmor Pura shall be tam,Ocmrnf from 20 pup bar dipped galvanized steel meeting ASTM A 633. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to faMcalion, the fabricator shall Tun this drawing to wcrify Wl this drawing is in doNoraana with the falancatofs plans and to maize a continuing rspouwblliry for such wenfscotron. Any discrepancies are to be pm in writing before tatting or fabrication. lams dull not be initialled ma knothoto, knots or distorted grain. Mcmbm shall be cut for tight fining wood to wood haring. Connector plats shall be looted on both faro of the toss with nails fully imbedded and dull be ram. about the join unless otherwise shown. A ScJ plate is 1' aide c J• long A 6c3 plate is 6' wide t to long. Slots (holes) con parallel to the plate length specafted Double curs on web neinbera %hall mat n the marred of the webs unlm otherwise shown. Carta,= plate sirs are minimum don baud on the forts shown and may need to be ircreosed for mulct ha,dlang and/[ erctbn nrttses. This mass I,nearnto be fabricated with rare rnatdaa noted limber [ NessOher ise shone Fa additiaonl imdRmstion on Quality control refer to ANSVIPI 1.1997 PRECAUTIONARY NOTES All bracing and erection rtanmnrtendatons are to be follmwcd in accordance with accepted industry publications. Trusses; art to be handled with particular art during bonding and bursdlin& ddi-y and insallmion io void damage. Temporary and permanenl bracing lot holding truss In a nmighl and plumb position andfor resisting lateral forms shall be designed and Initialled by others. Careful handling is essential and creetion branng is aluss" required Normal precomionary action for trusses requires such temporary bracing during instillation between enmsss . o void ,opphng ..it domioning. The nVenision of,anion of wanes shall be under the corn.] of p.- espewersmd in the auallotion of tests. rnfessiottal edwice shall be sought If needed Concentration ofconn+ uction bode greater than the d=ign lands shall act be applied to musses at any time No bads other than the weight of the erectors shall be applied to Inmates until after all fastening and bracing is completed TC: 2x 4 SP N2 BC: 2x 4 SP B2 2x 4 SP #2 D 4- 5 wB: 2x 4 SP # 3 2x 4 SP N2 2- 4,6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 31 Or' open jacks ( no webs) across center and Hip Jack Truss framed to BC In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 4 FORCES (lb) - Max Compreaaion/ Max Tension TOP CHORD 1-2-- 2610/451,2-3-0/31, HOT CHORD 6-0=- 315/1762,0-5=-419/2481, 5-4--419/2265, Webs 5-2=-8/ 928,2-4=-2291/424, 4-3=-205/111, 0-0--105/707, WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. 5- 2 928 0. 30 C 4- 3 -205 0.05 2- 4 -2291 0. 45 C 0- 0 707 0.60 2-3-3 1 t 0-6- 6 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC- 00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. User defined loadcases have been considered in this design. WndLod per ASCE 7- 02, CiC, V= 125mph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L- 11.0 ft W= 11.0 ft Truss in END zone, TCDL- 0.0 pef, BCDL= 0.0 pelf Impact Resistant Covering and/ or Glazing Req Supported span based on int. wind zone. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2- 4 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web( s) shown OR a T-brace, Cr nailed flat to edge of web with 3"x 0.120" C nails spaced Sri o.c. T-brace must extend C at least 90% of web length and be same Size, Species, and grade as web. 2x6 T-Brace required on any web over 14-0" 6-6-0 4. 00 2.00 7- 6 0-8-0 8729 8.00" Ak 4-4-4 6- 7-12 6 5 1-4- 8 I1- 0-0 R 1- 5- 6) b 488.1 # EXCEPT AS SHOWN PLATESAREMiTekMT20WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n d a Systems Bracing dram an this droning is not erectian brndng- wind bracing. portal bracing or similar bracing utch is* pan of the building design and which must be considered by the building designer Boxing shown is fa lateral appon of liurs members hers only to reducebuckling length. Pro, isions mint be made to anchor lateral boring at ends and specified Iaations determined by the Wilding designs. Addilional bracing of the memll nnsnum nay be requlmd. (Sec IHB-91 of TPI) For speeifk muss bracing requirements, =rimer bolding designer (Tram Plate Ins itme, TPI Is located at 527 4005 MARONDA WAY DomfrfoDilwe. Madison. wircwsnsln9). Sanford, FL. 32771 Compoem Engineering by: Tram Enpnanng Co.. P.A., gig Scondside Rd. Edenton, NC 27972 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 0#0050066 367 Medallion Pl. Ghuluola, FL 72766 Joint Locations 1) 0- 0- 0 3) 11- 0- 0 5) 4- 4- 4 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D - 46 -1- 4- 8 -46 4- 5- 0 TC Vert L+D - 54 4- 6- 0 -54 11- 0- 0 BC Vert L+D - 40 0- 0- 0 -40 4- 6- 0 BC Vert L+D - 47 4- 6- 0 -47 11- 0- 0 Concentrated LBS Location BC Vert L+D - 488 4- 6- 0 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert eoriz Uplift Y Type 0- 4- 0 1 872 -62 -372 B Pin 10-10-12 1 725 0 -195 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -2610 0. 61 C 6- 0 1762 0.58 2- 3 31 0. 75 C 0- 5 2481 0.99 5- 4 2265 0. 94 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.24/ 501-0.50/243 4-5 Boriz. 0.05 0. 11 NA Max DL Deflection L/ 472 - -0.26 Long term deflection factor - 1.50 T 5-0 t 0- 7-6 I I 7259 2. 50" Scale = 0.3665 Eng Job: WO: ARLK Dwg: TI: MHSGRDI Dsgnr: TLY Chk: 8/ 5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-63816 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\MHSGRDl.prx Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:MS1 Qty:12 DESIGN INFORMATION This design is for an mdnideal building component and has been based on Infbrmelon prmided by the client. The daiptn disclaims any responsibility for damages as a nesuh of faulty or incorrect information, spocincatios nmft dedpu hunished to the rrm designer by the client and the oorrmness w accuracy of this iNonmtion kin tiny nbm to a tpmnc project and seeps no responsibility or emmises no control uth mprd to fabrication, Mtdlins shipment and isiallmio. of 'nine" This treat has bin designed as an indi idtal building wtnponem in accordance milk ANSIRPI I -I"$ and NDS-97 to be incorporated as pan of the building design by a Building Desigrrr. When mieuad for sPPn I by the building designer, the deign loadmp shone errs be checked 10 be true that the dais shemn are in apeemetn uith the toed building oedea local chnode records for rind or una bads. pmjm spcclfrcatiom or spcnal applied bads Unless shorn Inns has not been designed far storage or oavpincy bads The design ossmno compressron chords (top or bonem) art continuously braoM by sheathing unless chemise cpmficd. Whom bollnt chords in tension are rap fill) braced laterally by a properh, applied rigid ailing, they should be braced al a maelmom spacing of IQ-0' c e Canna plates shall be mamnLauted Beam 20 puge hie dipped phvurad die, meeting ASTM A 655. Grade 40. unless ohornie shone FABRICATION NOTES Prior to fobricatbtl the Ihbriator shell mica• this draping to man4 that this dmmng is In conformance mesh the fabricators plans and to reline s continuing rapmenI nIny fin such seriflatico Any discrepancies are to be pc in ueidng before tuning or fabrication. Plate shall not be installed ma knmhol4 knell or damned grain Members shall be cut for tight fining rood to nand bearing. Connor plates dull be located on both faces of the Iron mth nails fully imbedded and shall be t)et about the joint rmless ahem m Lumen. A set plate is 5- side e V long. A 6e3 plm is 6' nide s a' long. Sion (bola) sn parallel to the plate Length specified. Double cuts on orb members shall meet at the centred of the rmebs unless chemax shorn Connector plate Lim are minimum Lim based on the form Lhormn and may need to be inemaxd for censin handling andkr maicut dmaes. This truck u not to be fabricated uith fire retardant treated himba -Nees miernise shorn. For additional information on Quality Control mlu to ANSVTPI 1.1995 PRECAUTIONARY NOTES All lining and erection recommendations arc to be fdbsed in acmrdaree rith seeped industry prbliatica Truss are to be handled ouh particular core dunng banding and bundling. dcli.ery and tmtallalien to maid damage Temporaryandp:rmanem bracing for holding trusses in a straight and plumb position and for resisting lateral foma dull be designed and istollcd by othon Careful handling is essential and erttion bracing is shays rNuimd. Normal preesuionary action for busses rvp&es such temporary bracing during im illnbn betoacn tmuea u, raid toppling and dominoing The mpmisien of erection of truss &lull be under the controlof penal eepenetccd in tie irmalblion of Imaes, Professional advua dull be ought d needed. Cortctntration of comiructron loads grata than the design loads shall not be applied to Incases at any time. No buds other than the &eight of the credos dull be applied to tsea until after all fastening and bracing is completed TC: 2x 4 SP 42 BC: 2x 4 SP #2 WB: 2x 4 SP N3 2x 4 SP # 2 0- 0 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. Shim or wedge if necessary to achieve full bearing. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1368 0.62 A 1- 0 -1023 0.27 2- 3 -130 0.44 A 0- 5 -1582 0.37 5- 4 -1583 0.40 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 219 0.09 C 4- 3 294 0.13 2- 4 1387 0.59 C 1- 0 -562 0.15 Analyais based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- encl Ler 10.7 ft W. 10.7 ft Truss in END zone, TCDL= 0.0 paf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift Y Type 0- 4- 0 1 532 417 -573 B Pin 10-10-12 1 460 0 -680 T 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Cr--------GLOBAL MAX DEFLECTIONS--------- CLL TL C in./Ratio in./Ratio Jnt(s). I.Span 0. 04/xxx 0.01/xxx 4 Boriz. -0.02 - 0.03 NA Max DL Deflection L/xxx = -0.03 Long term deflection factor ea 1.50 11- 0-0 T 2 4. 00 2. 00 0- 8-0W 532# 8.00" Joint Locations 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for 3oint(s): 2,4 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1- 2 1287/1368,2-3=-130/114, HOT CHORD 1- 0ea-1023/857,0-5=-1582/1203, 5-4=-1583/ 1202, Webs 5-2=- 49/219,2-4--1090/1387, 4-3=-57/ 294,0-0=-270/160,1-0=-562/328, 0-" Tsl 3 460# 2. 50" 10-8-8 6 i y I R1-4- 8 II-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT2p-5-6 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE ar005006e 367 Medallion PL Chuluoln, FL 72766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shmme on this dramng is not cmctmn bracing. mid bracing. portal bracing or similar bracing Much is a pan of the building design and nbich must be considered by the building designer. Bracing shmen is fin lateral uppen of true member only to reduce buckling length Prmisios muss be made to anchor lateral bracing at ends and specified laalions delermirmed by the building designer. Additional bracing of iho memll unelum may be required. (See HM-91 of TPI) For specific truck bracing reepireemm. nmloci building designer (Truss Plate Innilme TPI is located at 533 WOnofrio Drin. Madison. Wisconsin 53719) Component Enginaring by Trun Engineering Co.. P.A., klfl Sctrdside Rd. Edenton. NC 27952 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 10. 0 psf Scale = 0.3049 WO: ARLK TI: MS1 8/ 5/2006 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.32- 63821 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\MSI.prx Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:S1 Qty:2 DESIGN INFORMATION This design is for an indisndral building componem and has been based or infananon provided by its client. The designer disclaims say responsibility fa damages as a result of faulty a irmrma Infomalion. spealkodons and/or designs kraished to the ova designer by the diem and the communist or accuracy of this inf-tion as it may m1ale to a spank project and aoags no responsibility a cnacises no control with regard to fabrication. handling. shipment and installation of trusses. This muss has ban designed as an indkidual building component in accordance nith ANSIRPI 1-1995 and NDS-97 to be ianrpomad as pan of the building deagn by a Building Designer. When mimed fa appmsnl by the building design, the design lording shemn must be chested to be sure that the data shorn art in agreement siith the local bolding codes. local chmatre mil ads for rind a aria. bads. pram ilacifrcatiora or special applied toads. Unless shown. truss has or ban designed fa narage or occupancy (cods The design assumes compression chords (top or bottom) an conumonsh baud by stnlhing unless chemisespeciflod Where bottom chords in tension art nor till• broad laterally by property applied ngid ailing. the), should be braced at a madmoro spacing of IT-o' o c Connector plain shall be manufactured from 20 page hot dipped ph-ired sal mceaing ASTM A 655. Grade 40. unless ahmin shorn FABRICATION NOTES Prior to fabrication, the fabncanor shall mien this droning to airily that this drsaing is in conformance with the fabnon e. pilot and to malice continuing responsibility fa such ierification. Any discrepancies are to be pill in arising betas coning or fdricatloa Rates shall nor b: installed aer knotholes, knots a distorted groin. Members shall be cut fa tight fitting riood to nsod bearint Camara plxo shall be located on bah fans of the ova nilh cob hill• Imbedded and shall be rya about the joint unlm ahmise shm n. A Sea plate is 5' vide e 4' long. A 6c1 platers 6' ande c g' long. Shots (hotes) ran parallel in the plate length specified Double au or nob na:mben shall meet at the antiad of the nibs unless chemise shorn. Connector plate sires am minimum aim based on the faces shown and may need to be increased fa Grain handling ar ar eracian stems. This ( ruts is m io be fabricated mth fire retardant ircald lumber unless ahrmse shorn. For additional informatwn on Quality Control refer to ANSUrPI 1- 1995 PRECAUTIONARY NOTES All bracing and canon remmncMations art to be fdlored nn accorda cc uilh secepic industry publications. Trosm are robe handled mth particular can during banding sad bundling. ddhery and instalbston to nmid damage Tempory and pemanew bracing f« holding trams in a straight and plumb posilion and fa naming lateral tomes shall be designed and installed by others. Careful handling is essential and enaction bracing is almys required. Normal prtvaouary action for trusses requires each temporary bracing during installation bemesn tnsaes to noid rippling and domimnt The supenisim of erection of trusses shall be under the control of persons mperienced in the insWlation of trusses Professional adiice shah) be sought if raeded Conantnlion afcomtnnctnn loads greater than it. design cods shall m be applied to trusses at any lime. No hoods other than the might of the claims shall be applied to trams until alter all fastening and bracing is TC: 2x 6 SP A2 BC: 2x 4 SP N2 WB: 2x 4 SP N3 2x 4 SP M2 0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WnciLod per ASCE 7-02, CiC, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- encl L- 14.7 ft W= 14.7 ft Truss in END zone, TCDL= 0.0 paf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1301 0.37 A 6- 5 1160 0.93 2- 3 -1301 0.37 A 5- 4 1160 0.93 Face = 0-2-8 0- 8- 671108. 0 i 4- 4-0 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Chords Max O.C. From To BC 72.01, 0- 8- 0 4- 4- 0 BC 72.01, 10- 4- 0 14- 0- 0 Bracing shown is for visual purposes only. WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI 5- 2 803 0.26 C Joint Locations 1) 0- 0- 0 3) 14- 8- 0 51 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 671 0 -788 B Pin 14- 4- 0 1 671 0 -788 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-1301/1264,2-3=-1301/1264, HOT CHORD 6-5--992/1160,5-4--992/1160, Cr Webs 5-2=-546/803, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.08/999-0.15/999 4-5 Horiz. 0.04 0.08 NA Max DL Deflection L/999 - -0.07 Long term deflection factor = 1.50 7- 4-0 1, 7-4-0 6. 00 -6.00 5x8 3. 00 4- 2-6 0- 6-6 Face = 0- 2- 8 8- 0 4-. 4-0 On 7- 4-0 6 5 4 I O- 14-8-0 10- 0 3 ) ( 0- 3- ) COSMETIC PLATES (4)3X5 (8)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Ma ro n d a Systems G RACWARN ERECTING CONTRACTOR. BING ING: Biasing I on this dmmng ism e1bracing.wind bracing. penal bracing or similar bracing iMieh is pan of the building design and which must be considered by the building designer. Brocing shone is fa lateral stnpPort of trim members only to red= buckling length. Provisions mum be made to ands lateral bracing at ends and specified laettions determined b) The building designer. Additional bracing of the atoll structure may be required. (Sot M8.91 4005 MARONDA WAY om irioo l adisaa liuss wnsconsinl5)719) hoiWnngdevgv( TnmPlate lwitutc TPI k bard pt5g5 Sanford, FL. 32771 Component Engiacring by: Truss Enginatnng Co.. P.A., 111 Sourdside Rd, Edenton, NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE N0050060 397 Modslilon PI. Chuluota, FL 727CFr Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\Sl.prx Scale = 0.3755 Eng Job: WO: ARLK Dwg: TI: S1 Dsgnr: TLY Chk: 8/ 5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 osf v4.7.32-63826 Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK DESIGN INFORMATION This design is fa an Indhideal btuldnng component and has ben based on IMorteadel pros.&d by the cliau. The design disdains arq responsibility for damps as a Iauh of faalq a hasrmd infonlutiat speMcallom ardor designs famished to the trim daigner by the dieral And the comectrlese a aavrsy of this informal- as it MAY relate m a spaifk project and atreprs a aapanvbhq a aerdsn ran control nth nerd to fabricalial handling, shipment and iwaldation of Inset. This Iola has been designated as on indasid=l building mmpmseal in accordance nth ANSVTPI 1. "3 and NDS-97 to be incorporated as pan of the bmhding design by a Building Designer. When mimedd fa aplim"al by the bulling desipa r. the design loadings shone must be Checked to be con Ihal the data shone Amin agaeemena with the local building coda, bad dimalk accords fa nind a saw Inds, pmjeel specifcatiom or special applied loads. Unless shone trim has cot been designed fa storage a occuparc) leads The design assures co 1pasia chords (top a bonam) am coaainlrorusq braaMbyshathingunlmmMnsimg=ifed Where bottom chords in lensia am not fully braced laterally be a properh' appllad rigid calling, they should be braced at a rnaasin Lion spacing d 10'-0- o c. Caneema plain shall be manufactured from 20 gauge has dipped phttnieed stal meeting ASTM A 633. Grade 40. unless othemis sherue. FABRICATION NOTES Ries to fabritatiaL the fabricate shall nnien this droning to srnfy that this dm-g is in codbrmaace With the fabricators plans and to readin a comtmung anpowbliry fa such serf non. Ann discaepem a am to be put in ntiling before caning a fobriatien Plates shall Act be installed cost kretldes, knots or distoned Pain. Members shall be cot for tight fining umd to wood baring. Connector plain shall be located on bah fans of he tom With mulls fofly Imbedded and shall be ram about the joint uNm ahmise sho- A Sot plate la s' ride d a' long. A Gil plate is 6' wide d g- long. Shots (Ma) con parallel Ica the plate length specified. Double cars on andds memben shall mina n the centroid of the -W unless alennise Nine Canes rr plate siaa art mlrdawm Lila lased an the fans stone and flay Wad 10 be iacm, fa cenam handling and7ar erection s ases This Iron is nor to be fabricated with nne rcardat misled lumber unless aaanntsteNome Fa adWtional Infomailon a Quality Control mfer 10 ANSV7P1 1. 1"5 PRECAUTIONARY NOTES All brsang and oration rapnmeMatom an to be follo, ed in Accord ace with soaped industry publlatioea Trtusa am to be handled nigh particular am during banding and bulling. dtlimy end Installalion to mad damp. Tempanry and pentlariena bracing far holding tnrs>e in a straight and plumb position and for resisting lateral foroa shall be designed and installed by olhen Carted handling is asentnl and erection bracing is abates required Nortral precautionary action fa trtns>a mgwm such temporary bracing during ina allatim bawmt tames to nsid toppling and dominoinp. The sllpenuien d encie iond uunn shall be under the control orpersons ecpennaond m the installation of trusses- Professional adsice shall be smgtu if needed. Conamrnion drnnstnlNon Inds Pater than the design heads shall not be applied to tomes or any time No loads other than the nntighi or the erectors shall be applied to Irmo until anon all fastening and bracing is mmpla d TC: 2x 6 SP N2 BC: 2x 4 SP B2 WB: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CCC, V- 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Lea 14.7 ft W= 14.7 ft Truss in END zone, TCDL= 0.0 pelf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 965 0.14 A 16-15 776 0.25 2- 3 1441 0.19 A 15-14 59 0.08 3- 4 1239 0.16 A 13-12 1227 0.27 4- 5 1239 0.16 A 12-11 1227 0.27 5- 6 1441 0.19 A 10- 9 59 0.08 6- 7 965 0.14 A 9- 8 776 0.25 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.06/xxx 0.06/xxx 12-13 Boris. -0. 03 -0.05 NA Max DL Deflection L/xxx - 0.00 Long term deflection factor = 1.50 Face = 0- 2- 8 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcaseel have been considered in this design. In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-920/965,2-3es-1334/1441, 3-4=- 1143/1239,4-5=-1143/1239,5-6=-1334/1441, 6-7 920/965, HOT CHORD 16-15=-768/776,15-14=-58/59, 14-13=- 33/71,13-12=-1172/1227, 12-11=- 1172/1227,11-10=-33/71,10-9=-58/59, 9-8-- 768/776,13-3=-34/79,11-5--34/79, Webs 15- 2--331/411,15-13=-886/873, 2-13=- 278/332,3-12=-176/291,12-4=-858/854, 12-5=- 176/290,11-6 278/332,11-9--886/873, 6-9=- 331/411, TI:S1G Qty:1 Joint Locations 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 11- 4 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11- 8-12 15) 2-11- 4 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11- 8-12 12) 7- 4- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert HOriZ Uplift Y Type 2- 8- 0 1 671 0 -793 B Pin 12- 0- 0 1 671 0 -793 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 14-13 71 0.08 B 3-12 291 0.07 13- 3 79 0.02 C 12- 4 -858 0.27 11-10 71 0.08 B 12- 5 290 0.07 11- 5 79 0.02 C 11- 6 332 0.11 15- 2 411 0.10 C 11- 9 -886 0.28 15-13 - 886 0.28 C 6- 9 411 0.10 2-13 332 0.11 C 7-4- 0 7-4-0 I 2 3 4 5 6 7 6.00 5x8 3. 00 1 -3.00 6.00 Face = 0- 2- 8 671 it 64.00" 671 N 64.00" 1. 5- 4-0 >, 2-0-0 k 2-0-0 t, 5-4-0 t al- af-, 7j 16 i5 la 12 It 9 8 10- 14- 8-0 ) 0_ AO- 3- 9) ( 0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3210 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: S1G Bmcmg shone an Ihis dmdng rs nor erMian bmcing- hindbasing, ponnl bracing or similar broemg o h(ch is a pan of mMaronda Systes Thebuildingdesignandnhichmugbeconsideredbythebuildingdesigner. Bracingdnimisfinlalcrsl.open dlmss Dsgnr:TLY Chk: 8/5/2006 members only to reduce buckling length Primisions must be nude to anchor lateral brncing at ends and specified locations determined b) the bolding datgner. Additional bracing of the en-11 sir ,etc ma) be nquiard(See HI11-91 TC Live 16.0 psf Lbr DF: 1.25 of TPI) For spenric Inns, bracing mq mmenti conixs bolding designer (Tnin Plate Inuilure_ TPI is Incsied at 513 Pl t DF : 1.25 4005 MARONDA WAY D'Onofno TCDead7,0 psf Drim Madison. Wisconsin 53719) p Sanford, FL. 32771 Component Engirecringby:TrissEngineering Co.P.A.. 316Smndsdc Rd. Fdenlon, NC 27932 BC Live 10.0 psf O.C.2- 0- 0 407)321- 0064 Fax(407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE a+0050068 BC Dead 10.0 psf Code: FLA 367 Medallion PL Ehuluoda, FL 32766 TOTAL 43.0 psf vie . 7 . 32- 63830 Design: Matrix Analysis Profile Path: C:\TEE- LOK\Work\Jobs\ARLK\ARLK\S1G.prx se DESIGN INFORMATION This design is for an indhidrnl building compancc and has been based on information presided by the client. The designer disclaims any responsibility for damages as result of faulty in incorrect information, specifications and/or designs furnished to the trust designer by the client and the cnnatrim or aauraq of this information as it may rt(re ro a specific project and neaps no responsibility or eterciao an control mth regard toNbrialimhandling. shipmcm and installation of tnmet This linst has been designed as an indiuiduol building camponea in accordance pith ANSVrPI 1_1995 and NDS•97 to be incorporated as pan of the building design by a Building Designer. %Vhm mimed for oppm'l by the building designer. the design loadings sa=u, mist be checked to be sae Ihot the data shone are in ag.emnl pith the local building codes. local climatic records fa udnd or aim Inds. project spectaatiom or special applied loods. Unless shoo,, Inn has rid been designed fa sorage or oa,po cy lads The design onion compression chords (top or bosom) are continuously bractd by sheathing unless chemise specified Where ba = chords in tension are cos fully braced tateralh by poperh applied rigid ceiling, they should be braced at a madmum spacing of I(r-0' o e Conneeta plain shall be mi n lIxaured from 20 gang, M dipped g hvedrrd sect mmmg ASTM A 651. Grade 4n, ado 01hemi' a shoran FABRICATION NOTES Prior to fabrication. the fabniota stall mim this drauring to serify WI this droning is in conformam pith the fibriciacies plans and in mall. a comlmung Tapia bility fa such scriflation. Any disceponcies are to be put In u Wng before cutting in Ihbriaiion Plain shall not be installed aer kmthala, knots an dinned Vida, Manic. shall be at for tight fining mood to and baring. Connector plates shall be looted on both then of the truss -lb rails filh imbedded and shall be ran. about he joint unlm olhenaix shorn A 50l plate is 5- wide y 4- long. A 6%3 plate is 6- nlde a 11' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet to the anuoid of the nets u,J- otherwise sboan Corrector plate sim are minimum din bawd on the form shoo, and nay aced to be uenxsd far etrn lardling .,War erection stresses This Una is rear in be fabricated nirh fire retardant treated under unless am. tithe -in shFor additional unfomuatlon on Quahn Control refer to ANSUrPI 1. 1995 PRECAUTIONAR)' NOTES All bracing and cream recommendation ore to be dbwd in ataedaree nirh wee ptedandrWry publcotfons Trusses are to be handled nth particular am during banding and bundling. delivery, and installation to void damage. Tcmponry and pemanem bracing (a holding trusses in straight and plumb position and for mulling (tc.1 (ores shall be designed and Installed by others. Careful handling is esmial and eredron brining is alnant required. Nomml pre autnomnry action fa tomes requires such Iempomn bracing during installation besneen trusses to noid toppling and doellnoing. The supemsion.(erevion of lam= shall be underthe control of persons nperienced in the installation of trusses PorcW=l ad- shall be r sight if needed C. reentrannn cirronwruchan loads grater than the design lads Hall rot be applied to train at on) time No loads other than the ue,ght of the erectors shall be applied in tmrm until Our all (wrung and bluing is completed Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TC: 2x 4 SP #2 BC: 2x 4 SP H2 WB: 2x 4 SP N3 2x 4 SP N2 4-10 WDG: 21c 4 SP N2 2x 4 SP # 3 0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 25.9 ft W= 25.9 ft Truce in INT zone, TCDL= 0.0 pelf, BCDL- 0.0 pelf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 2-11 -855 0.25 C 9- 4 110 0.04 2-10 703 0.23 C 9- 5 -328 0.17 10- 3 225 0.08 C 5- 8 166 0.07 10- 4 -401 0.27 C 0-6-6 8- 8- 15 4 3-0- 0 C Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compreasion/Max Tension TOP CHORD 1- 2=-305/22412-3=-489/461, 3-4=-500/ 416,4-5=-858/641,5-6=-1173/743, SOT CHORD 12- 11=-104/229,11-10=-168/209, 10-9=-447/ 883,9-8 582/988,8-7 583/991, Webs 2-11=- 855/507,2-10=-206/703, Cr 10-3=- 168/225,10-4=-401/331,9-4=-44/110, C 9-5=- 328/220,5-8=-43/166, C--------GLOBAL MAX DEFLECTIONS--------- CLL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 07/628-0.14/531 9-10 Boriz. 0.03 0.06 NA Max DL Deflection L/999 = -0.07 Long term deflection factor in 1.50 TI:ST1 Qty: 3 Unbalanced load caae( s) have been checked. Joint Locations 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) IS- 9- 12 8) 19- 9-12 12) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 416 -140 -354 B Pin 6-11- 0 1 1106 0 -600 B B Roll 25- 7- 0 1 869 0 -635 B e Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -305 0.31 A 12-11 229 0.38 2- 3 -489 0.34 A 11-10 209 0.37 3- 4 -500 0.35 A 10- 9 883 0.37 4- 5 -858 0.34 A 9- 8 988 0.34 5- 6 -1173 0.26 A 8- 7 991 0.43 9-11-8 ,, 15-11-8 1 2 3 4 5 6 6,00 -6. 00 A 416a 3. 50" COSMETIC PLATES (2) 3X5 (4)3X4 (4)Y7t11-11-12) 4x6 M 1106# 8. 00" 9- 9-12 le 6-0-0 I 10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 IF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a r o n d a Systems Brocing shown an this droning is not cream brining, hind bracing, portal bracing a similar boring rr•hich is a pan of the balding design and ri,ich must be considered by the building designer. anteing ihann is for lateral suppan of Truss members only to . dcc buckling Length. Pmisiom rams be made to anchor (feral brining at ends and specified luotm s umined b) the building designer. Additional bracing of the ae.11 structure may be required (Sec MB•91 of TPI).Fon specific trust timing requlremenls comae building designer (Truro Plate Inatrute. TPI is located at 511 D 4005 MARONDA WAYD'Ooorrto me Mndnaon. Wisconsin 31719) Sanford, FL. 32771 Competent Engineering by: Tim Engineering Co. P.A., I It Scundslde R4 Edenton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWOOS0069 367 Medallion PL Chuluotae FL 32766 1-4 8- 6-2 0- 6- 6 R 869# 8. 00" R0-11-12) Over 3 Supports Scale = 0.1550 Eng Job: WO: ARLK D9rg: TI: ST1 Dsgnr:TLY Chk: 8/5/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 psf v4.7.32-63836 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\ST1.prx DESIGN INFORMATION This design is for an indisidual building component and has been based on IMomution presided b) the clienL The designer disclaims any responsibility for damages as a raw) of faulty or bicorca information, speclicationf and/ or designs Ibmuhed to the cuss designer b) the client and the correctness or accuracy of this information as it may, retie to a spaifk prolat and aeapts no responsibility or escmisa no control pith regard to fabrication hamming. Shipman and ins ilblum of lusss This try has ban designed u on rMnidual building tsmparcm In accordance mlh ANSVTPI 1.1995 and NDS- 97 to be incorporated as pan of the building design by a Building Designer When mimed for opprmal by the building designer. The design Ioobnp stianm man be clicked to be sure that the data shmm are in agreement nith the local building codes, local climatic records for wind or salon bads, praject speeifiolsom or special applied Inds Unless stone truss has Tor been designed Dos storage or anrpanet• loads The design assume, companion chords (top or bottom) arc conlinrooush brand by sheathing onlm ah.-i. specified. Where bottom chords in Tension are nor fully braced laterally by a properly, B*md rigid ailing, they should be brand all matimum spacing of IV-0, o c. Connector plates shall be mamlfactuced from 20 page hat dipped gahaniced steel mating ASTM A 65). Grade 40. uNm ahemis st- FABRICATION NOTES Prior to fabrication, the fabricator shall mien• this draping to aril] that this draping is in conformance mill the fkbncator's plans and to mlin a continuing responsibility for such renfialron Am discrepancies are to be put In nlimng before cutting or blancaiion Plata shall not be Installed met knotholes, knots or dnstoried grain. Members shill be can for right filling nand to .pod boring. Connector plates stall be bated on both fain of the Inns mth runts fully imbedded and shall be ram. aboa the joint noheo chemise storm. A 34 plate is 5' ride x 4' long. A 6%1 plate Is 6' nide a I- long Sims (hola) nor parallel to the plate kngth specified. Double cuts on net ni nlbcra stall min in the anuoid or tie webs unless atlicmise shines Cauonor plate Sias art minimum sim based on the forces shone and may need to be irlenased fin awn handling and/or enculm aresses This Trim is real to be fabricated with lire retardant haled lumber unless shams shomm For additional Inflarmatim on Quality Crawl refer to ANSVTPT 1. 1995 PRECAUTIONARY NOTES NI bracing and oration rcmmatendatiom arc to be follomd in acar6vice nith accepted industry publicedaims. Trusses art to be handled nith pnniedar are during binding cad bundling, deliver)• and innalleam to noid damaga. Temporary and permnem bracing fur holding wssa m a straight and plumb position and far n9aung lateral forte shall be limped and inslalled by others. Carthd handling is essential and erection bracing Is alnays implied Normal precautionary action for Irum requires such lmporary bracing dieing innadlatimi bel. ti lrima la..oid tippling and dmmroing The stipCMs)on of eRtiloli a(tiiistO {hall be under the control of p,mons eepenerced In the installation of Irma Professional silos shall be sought if needed Corcentratoo of construction loads greater than the design loads dull not be applied to muss at any time. No hoods other than the might of the newton shall be applied to tram until lifts all fosterling and bracing is ampined Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:STIG Qty:l TC: 2x 4 SP BC: 2x 4 SP 2 2 Bottom chord live loads based on Unbalanced load caae(s) have been checked. WB: 2x 4 SP N3 uninhabitable areas without storage Joint Locations 2x 4 SP 82 loaded concurrently per IRC-00 R301.4. 1) 0- 0- 0 8) 14- 0- 5 15) 9- 9-12 3-15,9-15 MULTIPLE LOADCASES -- This design is the 2) 3-10-11 9) 15-11- 7 16) 6- 9- 7 WDG: 2x 4 SP 02 composite result of multiple loadcases. 3) 6-10- 5 10) 19- 8-13 17) 5-11- 8 2x4SP0- 0,0- N3 0- 0,0- 0, 0- 0,0- 0, 0- 0 This truss is designed to bear on multiple 4) 5-10-11 11) 25-11- 0 18) 3-11- 8 ' All COMPRESSION 0 Chords are be supports. Interior bearing locations should 5) 7-ID-11 12) 25-11- 0 19) 0- 0- 0 continuously braced assumed unless noted to otherwise. be marked on truss. Shim or wedge if necessary to achieve full bearing. 6) 9-11- 8 7) 13) 19- 9-12 User defined loadcases have been considered In -Plant Quality Assurance with Cq= 1 12- MAIL. 0- 5 14) REACTIONS PER 15- 9-12 BEARING LOCATION----- inthisdesign. WndLod per ASCE 7-02, CiC, V= 125mph, FORCES ( lb) - Max Compression/Max Tension TOP X- Loc BSet Vert Horiz Uplift Y Type e= 15.0 ft, Iae 1.00, Exp.Cat. B, Kztea 1.0 CHORD 1-2--268/266,2-4--205/309, 0- 1-12 1 357 197 378 B Pin 4- 3=-183/334,3-5=-535/716,5-6--450/684, 6-11- 0 1 1121 0 907 B B Roll BldType= encl L= 25.9 ft W= 25.9 ft Trues 6-7--435/653,7-8=-463/615,8-9--489/596, 25- 7- 0 1 830 0 799 B inENDzone, TCDL= 0.0 psf, BCDL= 0.0 paf 9-10=-859/942,10-11=-1178/1084, PROVIDE UPLIFT CONNECTION PER SCHEDULE B Roll Impact Resistant Covering and/or Glazing Req HOT CHORD 19-18=-106/198,18-17=-106/198, TC. ..F'ORCE..CSI. Cr WEB. ..FORCE..CSI. Cr WEB. FORCE..CSI. Cr 17-16=-106/197,16-15=-89/202,15-14=-643/881, 1- 2 268 0.27 BC. A 19-18 FORCE.. CSI. 198 0.32 18- 2 128 0.03 C 21-22 465 0.31 C 14-13--841/992,13-12=-841/996, 2- 4 309 0.22 A 18-17 198 0.29 is- 6 -253 0.12 C 22- 9 451 0.22 C Webs 18-2=-51/128,15-6=-253/213, 4- 3 334 0.34 A 17-16 197 0.39 16- 3 -857 0.26 C 21- 7 89 0.02 C16-3--857/647,3-20--219/566,20-15--279/683, 3- 5 716 0.37 A 16-15 202 0.39 3-20 566 0.20 C 22- 8 45 0.01 C 17-4--45/61,20-5--78/157,15-21=-401/496, 5- 6 684 0.24 A 15-14 881 0.37 20-15 683 0.22 C 14- 9 105 0.04 C 21-22=-391/465,22-9=-379/451,21-7=-33/89, 6- 7 653 0.26 A 14-13 992 0.35 17- 4 61 0.02 C 14-10 334 0.17 C 22-8=-34/45,14-9=-37/305,14-10=-334/328, 7- 8 615 0.30 A 13-12 996 0.43 20- 5 157 0.05 C 13-10 166 0.07 C13-10=-44/166, 8- 9 596 0.30 A 15-21 496 0.31 C GLOBAL MAX DEFLECTIONS--------- 9-10 942 0.35 A LL TL 10-11 1178 0.34 A in./ Ratio in./Ratio Jnt(s). 9.)( L.g*an -0.04 635-0.16/457 ISBII-8 T bT19 I 2 4 Mjx RL Defgectiolt L/5® _ -9.13 10 11 Ong term deflection factor or 1 50 6. 00 -6.00 4x6 0- 6-6 8- 8-15 3- 0-0 Zic 6. 00 6x8 tx4 A R 3579 3.50" 11219 8.00" 9- 9-12 6- 0- 0 10- 1- 4 9 18 17 16 5 4 13 COSMETIC PLATES (2)3X5 (4)3X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro n d a Systems Boxing slorra an this draping Is to ,:reckon bracing, uind braeang, ponsl bmnlig or similar bracing %i tich is a pan of the building design send which must be considered by the budding designer Brrlcing slim%n is for Inleml urpMm of urn members onh to reduce buckling length Prm isiom must be made to anchor lateral bracing at rids randspecified loahons determined by the budding designer. Additional bracing of the merall stncmm may be required. (Se, MB-91 of TPI). For specific buss bracing requim=ms, canine building designer (True, Plate Institute. TPT is looted not 5I3 4005 MARONDAWAYDOnofnoDino. Madison. Wisconsin))719). Sanford, FL. 32771 Component Enginecnrlg by Truss Engineering Co.. P.A., I I I Soundude Rd. Edenton. NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE W0050060 207 Med2M* n PL Chuluola, FL 3274C Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\ST1G.prx 8-6- 2 0-6- 6 POR 8308 8. 00" 0-I I-12) Over 3 Supports ScRic = 0.1683 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf WO: ARLK TI: ST1G 8/5/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 32-63837 DESIGN INFORMATION This design is fw an individual building component and has been based on infarmstron prmided bl the elie.l. The designer disclaim; any responsibility for damages as resell of Rule or intancct information, spmaatiwn RrAtr designs Rrnishcd to the ram designer b) the client I.ad the commanesa w meenrocy of.his information a It may Mlarc to a specific project and accepts an responsibility an eyerelses on central uieh regard to fabrication. handling, shipment and inselblion of inueses This tam has been designed a on tnN.,d=l building oomponcnl In acan&- with ANSVrPI I-I"!1 and NDS-97 to be incorporated as put of the building dahgn by a Building Designer When mienrd fa apprmll by the building designer, the design Iudtnp sham most be checked to be SUM that the data shmmm are in agreement nmh the bat building coder had climatic records fw aid or wow loads, pm)as spxillations w specul Applied luck Unless shown truss has not been designed for wane or oavporc,, bads. The design usu.ucs compression chords (top or botom) are antimwush brand by shathinj unless olhemise specifkd Where bottom chards in tension are not fly broad laterally by property applied rigid ailing, they should be braced at o maximum sparing of 10'.0* o c. Connector plain shall be mtnofattord form Ili pup hot dipped phanized steel meeting ASTM A 653. Grade 40. unless odenNc amn FABRICATION NOTES Prior to fnbriation. the fabricator shall micro this dining to sort that this dining is to anformona with the Rbnators plans and to ralize a continuing responsibility fw such nenflation. Any discrepancies; are Io be put in writing before sating a 11, lions Plain I not be installed my knwhalrs. knots or distorted gram. Members shall be cot fw tight lining need to wood baring. Connector plain shall be bated on both ram of the Inns milt nails fully imbeddedimbedded ashall be sy. abmn the jolal onlea alhenwise sham. A 3e4 plate is 5' .ride y 4- long. A 6%1 plate Is 6- nide a I' long. Slots (Iola) inn parallelto the plate length speei0d Double orb on web membm dW l nest w the .m,oid d the webs -has othoraiseshone Connectorplam elm oremtmmom size based on the forth shier and may need to be intcrasd [or cenoin handling adfor crecdon stresses. Thu uua is an to be fabricated with fire m ardaru imm od lumber unless aMnise shmro. For additional idormalion on Quality Control refer o ANSVTPI 1.199s PRECAUTIONARY NOTES All bructng.d erection mean ere dinions.ne to be fallomd in aceordantee -h scceped , duwry publications. Trusser are in be handled o,th pantcobr are during bading.d bwdlity. dclhery ied installation to ammA damage. Temporary and permanent bracing for holding nmssa in a might and plumb position and (w raining lateral fortes dull be designed it installed by others careful handling is memul and ermron bracing is dotni required Normal precautionary action for trusses requires such temporary bracing during imsiRlion beimxn trusses to noid toppling.nd domiuing. The supervision of erection of inma dull be under the control of persons experienced In the installation of buses Professional whin WII be sought tf ocedad. Cwecnuatbn of censtrtcston Imds grolcr titan the design Inds shall era be applied to trusts at any time. No loads caber than the weighs of the creclous shall be applied to trusses; until after all fastening and brocing Is completed Job: ARLINGTON K Customer: ARLKINGTON K 364 WO:ARLK TI:ST2 Qty:4 TC: 2x 4 SP 92 Unbalanced load cases) have been checked. Joint Locations BC: 2x 4 SP H2Bottomchordliveloadsbasedon1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 WB: 2x 4 SP N3uninhabitableareaswithoutstorage2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 2x 4 SP N2 4-10 loaded concurrently per IRC-00 R301.4. 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 WDG: 2x 4 SP N2MULTIPLELOADCASES -- This design is the 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 2ae 4 SP N3 0- 0,0- 0 All COMPRESSION Chords are be composite result of multiple loadcaaes. In -Plant Quality Assurance with Cq= 1 assumed to continuously braced unlessnotedotherwise. User defined loadcaaea have been considered in this design. In -Plant Quality Assurance, per WndLod par ASCE 7-02, CGC, Ve 125mph, Bracing Schedule: sec. 3.2.4 of TPI-1-02, for joint(s): 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kat= 1.0 Chords Max O.C. From To MAX. REACTIONS PER BEARING LOCATION----- Bld Type= encl L= 25.9 ft W= 25.9 ft Truss BC 72.0" 7- 1- 0 15- 9-12 X-Loc BSet Vert Boric Uplift Y Type in INT cone, TCDL= 0. 0 psf, BCDL= 0.0 psf Bracing shown is for visual purposes only. 6- 9-12 1 1543 -135 -1238 B Pin Impact Resistant Covering and/orGlazingReqFORCES (lb) - Max Compresaion/Max Tension 25- 7- 0 1 908 0 -517 B B Roll TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. TOP CHORD 1-2=-446/563,2-3=-612/167, PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 2 563 0.47A12-11 465 0.44 3-4=-643/195,4-5=-938/398,5-6--1250/517, WEB. ..FORCE..CSI. Cr WEB. 2- 3 -612 0.39A11-10 639 0.69 HOT CHORD 12-11=-428/465,11-10=-477/639, FORCE..CSI. 2-11 -1179 0.34 C 9- 4 164 0.07 3- 4 -643 0.26A10- 9 965 0.37 10-9--204/965,9-8--384/1056,8-7=-385/1059, 2-10 832 0.27 C 9- 5 -342 0.17 4- 5 -938 0.27A9- 8 1056 0.33 Webs 2-11=-1179/892,2-10--516/832, 10- 3 302 0.09 C 5- 8 174 0.07 5_ 6 -1250 0.22A8- 7 1059 0.43 10-3=-159/302,10-4--493/477,9-4=-107/164, 10- 4 -493 0.34 C GLOBAL MAX DEFLECTIONS--------- 9-5-- 342/247,5-8--43/174, LL TL in./Ratio in./ Ratio Jnt( s). L.Cant. 0.10/xxx 0.10/xxx 1 I.Span-0.05/999- 0.15/999 9-10 Boric. -0.02 -0.04 NA Max DL Deflection L/999 = 0 10 9-11-8 15-11-8 Long term deflection factor 1. 50 1 1 1 3 5 6 6. 00 -6.00 4x6 8- 8-15 0- 6- 6 3-0-0 I. 8-- 1? 6.00 X-S cx4 Pf 1543N 3.50" 9- 12 6- CANT: 6- 8- 0 COSMETIC PLATES (2)3X5 (8) Zi4o-14) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Ma ro n d a System S Bracing sham cm this dimming Is sit erection bracing. nind brocing, portal bracing or similar bracing uL ch ism pan or The building desipt and nldch must be considered by the building designer. Bracing doom Is for lateral mppon of inns members onlyto red= bckltng length Prm,sioru mew be made to anchor lateral brocing inends rid specified locations dewron-d by the building designer. Addilional barring of the memll wncture may be required, (See HfB-91 of TPI) For specific Inns bracing requimnents, contact building designer (inns Plate Irnldute. TPI is located at 511 4005 MARONDA WAY DOmfrio Drhe. Mndtsork Wisconsin 31719), Sanford, FL. 32771 Compunenl Engineering br Tina Engineering Co. P A.. I It Sundsule Rd. Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050060 3C7 MadslOon /I. Chuluota, FL 327CC 908P 8.00" 10-1- 4 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.1891 WO: ARLK TI: ST2 8/ 5/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 63843 Design: Matrix Analysis Profile Path: C: a\ARLK\ARLK\ST2.prx II l Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:T1 Qty:2 DESIGN INFORKAT10N This design is for on indnidual building component and has been hued on Infornulion prmided by the client. The designer discWtes any respanv'bihly for damafens as a result of foulq or uricon7eel mfomution. sPeeifratiau and/or design furnished to the tress designer by the client and Ile messiness or aoaracy of this information a it may nelaro ro a spxdk pmjm and nevne, oa responsibility ar ecen isn no Mimi oath neprd to fabnatioa handling, shipment and installation or srakaes. Th. Tmss has been designed as an udisidual building cmnponcnt in aceo dam umb ANSVIPI 1.1993 and NDS•97 to be inesuporeled as Inn of the building design by a Building Design". When miesn d for appmsal by the building deigns. the design loadings share must h checked to be term that the data sham are in agreerneft uilh the local building codes. local climatic records for wind or moor loadt. project spedfiestions or special applied bads. Unless sham truss has nor been designed for mop or amvponey lads. The dmgn assumes cangmoo,an chords (top or banom) am continuously linseed D,• sheathing unless ahcmise epe died. Where bataa cMrds in tenmri are r a full) broad Laterally by a properly applied rigid ceiling, they should be brand at a madmum spacing of I(Y-0' o c Connor plates shall be essreu laur d frog IO gauge hot dipped phanlud steel roalrng ASTM A 633. Grade 40• unless ademiw sham. FABRICATION NOTES Prior to fabriation. The fabricator shall - Ihts droning to stril)• that this timing is In eonfornuna nnh the faWeala's plans and to relic a evatiouing reporuibilay for such cerilhlion. Am disc eponnn art to be Pa in ranting before tuning or fabrieation Plain shall not be installed air knothtes, knots or distoned grain. Members=1 be cm for tied fining caved to ss-d being. Conrccsor plates shut be heated on both form of the truss niih nails fully imhedded and shall be ram about Ihepm tutlns aherwve shun. A ScJ plate is S' aide a J' Itng. A i f plate n 6' code < t' long S1ols (holes) con parallel to the plate lerigih specified Double cola on utb members shall meet or the centroid of the nibs unless oth-i aloen Conrcaa plate aim an: rruuiamnnr any based an the form detain and may need to be increased for certain handling and/or eratlon stresses This buss is on to be rabnoled with ran: retardant treated lumber unlm ahcrnise shoes. Fa aftunral Information on Quality Contra] refer to ANSVrFI 1.1993 PRECAUTIONARY NOTES All bracing and emotion mieum7rtend2tiom are to be fellontd in amordam with aooepted industry pnblienuona Truces art to be handled oath ponscolar art during banding and bundling• deliser) and imelLstioo to void damage. Temporary and permanem bracing M holding arus rs In a suaighu and plumb position and for resisting latent form shall be designed and installed by olhem Cuduh handling is essential and erosion Waring if alas2)a required Nomal lemoauonary mlon M trusses require sueh temporan bracing during inslnllabon bctuttn trusses to paid toppling and doouroing. The wpenyislon ofemelion of lenses Mall be under the oomrd of persons eaperiented to the installation of Inure Professional adtim shall be sought if razded Cone auslOo of oonarutiou Inds greater than the dingo Inds shall an be applied In tram at any it-. No bads other shoe the uvighl of the ermtons shall be applied ro tit® mil after all listening and bracing Is curnploted TC: 2x 4 SP #2 BC: 2x 4 SP 02 WB: 2x 4 SP N3 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L- 19.3 ft Wer 19.3 ft Truss in END zone, TCDL= 0.0 paf, BCDL- 0.0 paf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 7 384 0.12 C 7- 4 384 0.12 7- 3 585 0.20 C 5-7-3 0-6-6 t Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1159/1196,2-3--954/982, 3-4--954/982,4-5--1159/1196, HOT CHORD 8-7=-958/995,7-6=-958/995, Cr Webs 2-7=-211/384,7-3=-434/585, C 7-4--211/384, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.13/999-0.26/826 6-7 Boric. -0.03 -0.05 NA Max DL Deflection L/999 = -0.13 Long term deflection factor - 1.50 Joint Locations 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boric Uplift Y Type 0- 4- 0 1 872 0 -935 B Pin 19- 0- 0 1 872 0 -935 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1196 0.34 A 8- 7 995 0.87 2- 3 982 0.35 A 7- 6 995 0.87 3- 4 982 0.35 A 4- 5 1196 0.34 A 9.8-0 9-8-0 l 2 3 4 5 Pq 872a 8.00" 6.00 4x6 6x8 6.00 piq 872H 8.00" 8 7 6 10- 19- 4- 0 10- 0-11-12 ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 ( 01112 Scale = 0.2777 WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANrNG TO BE GIVEN TO ERECTING CONTRACTOR, BRACING 11111: Dwg: TI: T1LMarondaSystemsBracingshounonihisdmaingismcmaimbmcrng.MrdbmcinpponalbnringorsimrbrtimcingnfiehisARtno! Dsgnr TLY Chk: 8/5/2006thebmldmgdesignandnhichminWildingWconsideredbytheildmgdesigner. Brnemg shmrn is ro, lam] mppnrt of run members only to red- buckling lengh, Pros irons mua he nude to anehor lateral hoeing al ends and 4-ified TC Live 16.0 9 f Lbr DF : 1.25 Its balions delennined by the building designer. Additional bracing of the ownll stmne may he required, (Sm HIB-91P or TPl)For spair.c inns brxrng requirements.wri,m buldtngelesigrcr(Tmn Plate lnalture. TPI is loaled rat"3 TC Dead 7.0 sf Plt DF: 1.25 4005 MARONDA WAY D'Onofrio Dive, Madison. Wnconsin 31719) P Sanford, FL.32771 Component EngincerinSby: Trous Engineering Co. P.A.. Sit Smindside Rd. Edenton. NC 27932 BC Live 10.0 Psf O.C•: 2- 0- 0 407) 321-0064 Fax (407) 321-3913 P Cod802FFBC-04 TOMAS PONCE P. E. LICEsf LICENSE 000050060 BC Dead10.0 367 Medallion PL Dhuluoks, FL 32764 _ TOTAL 43.0 Psf v4 . 7 . 32-63849 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\Tl.prx Job: ARLINGTON K CUstOmer:ARLKINGTON K 364 WO:ARLK DESIGN INFORMATION This design is for an iMflidual building component and has been bawd on -damnation Pmrided by the client The designer dnabirm I m esp-bilhy for damajn as a result of fault• or ueorrect information, ryeeillettmns andfm designs fnmiehed Ire the rrrm daipner by the client and the son tenth a aecurxy of this idpm atimt e n mqY relate 10 a specific pmJeet and secepis no responsidhq or c%- , s nc commit m1h regard in fabiatnaa handling shipmea and tentallxmn d truss This tom has been designed as an rrdnidual building component In accordance meth ANSIRPI 1.1"5 and NDS-97 to be incorporated as pan of the building design by a Beiddmg Designer. When mimed for apprwvl by the building designer, the design Wadunp storm mast be checked nobe Some that the data Mont are In agrament inth The local building codes, load climatic records for nind or snow loods, p a)ee spectaauom an special Applied loads Unless shown tnm has not been designed for garage or aaupan y it.& The design assumes compression chords (lop or bosom) are continuously I raced by sheathing unlea chemise Specified. Where broom chords in tension, are not ndty braced latcmily by a Music, y applied rigid along they Mould be head eI a nudmum spadng of -0e 10'' o Connector Plata shall be rrumsffte ned from 20 Pug: has dipped phameed tied mating ASTM A 655. Grade 40. udnd eahernis Shorn. FABRICATION NOTES Prior to fabriation. the fabricator Mall mica this diming to resit)• Nat this droning u In cmdanno nce with the rAriaArs ptam and m rdiJe is continuing rapont1bnliq for such redfication. Any discrepancies are to be put in "Ling before tuning or fabriatlon. Plata Shall rot be Installed mer knotholes, knout w deported grain. Members Shall be cut for Light fining need to need baring Connector Plata shall be looted on bah fate of the trans nnth mils Ildh imbedded and shall be s)m *bow the Joint unless othenRR goons A 5cJ plate It 5' aide r V long A 6r8 plat is 6' aide s 11' long Slds (holes) nor parallel 10 the ;Ale length specified. Double cuts on net, members shall mend id the centrotd of the nobs urdess Otherniw shown Cannecm plre nro art minimum Sias bred not the forces ahorrn and my need to be increased for ccruin handling auditor erection grate This trim Is cot in be fabricated nnh fire retardant treated lumber inks othenrise Shona For eddstioml rnfornution on Qtahn' Control mien Ica ANSVTPI 1. 1995 PRECAUTIONARY NOTES All bracing W erecion recommendations as 10 be followed In accordance with accepted Industry publialiom Trusses are to be handled mth particular one during bonding and bundling delhm• and installation to sad damage Temporary and permanent bracing fa holding trussa In a straight and plumb pssilion and for resiatng lateral forte shall be deigned Ind twalled by when Careful handling is esntial and erecion bracing is alms regorred Normal precautionary action fOt auva rNuircs Soeh temporary bracing during Installation bemeen truss to awid toppling and domnncmg The supenwou of erection d tnrsta shall be order the emrml of persons caperienced in the installation dtr®n. Professional adria Shull be sought if needed. Concentration dcomarucuon loads Puler than the design loads Still net be applied to I- a any came. No louds Other than the naght of the erectors null be applied to truss until a0er all fattening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP N2 WB: 2x 4 SP 83 2x 4 SP #2 6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CCC, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzta 1.0 Bld Type= encl L= 14.7 ft W- 14.3 ft Truss in END zone, TCDL= 0.0 psf, BCDL- 0.0 pelf Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 7 367 0.09 C 7- 4 371 0.09 7- 3 431 0.14 C 0- 0 -262 0.21 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.06/999-0.12/999 7-8 Horiz. - 0.02 -0.03 NA Max DL Deflection L/999 a -0.06 Long term deflection factor = 1.50 4- 5-3 0- 6-6 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. User defined loadcases have been considered in this design. FORCES ( lb) - Max Compreasion/Max Tension TOP CHORD 1-2--880/1033,2-3=-708/833, 3- 4--705/831,4-5=-850/1034, HOT CHORD 8-7=-836/756,7-0a-840/729, Cr 0-6=-577/530, C Webs 2-7=-182/367,7-3ca-390/431, C 7-4=-150/371,0-0=-262/199, 7- 4- 6. 00 4x6 TI: T2S Qty:3 Joint Locations--- 1) 0- 0- 0 4) 10-10-15 1) 1- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 In - Plant Quality Assurance with CcT 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 656 6 -802 B Pin 14- 2-12 1 617 0 -718 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1033 0.28 A 8- 7 -836 0.49 2- 3 833 0.25 A 7- 0 -840 0.49 3- 4 831 0.25 A 0- 6 -577 0.22 4- 5 1034 0.26 A 7- 0-0 6. 00 4- 2-6 0- 8-6 656H 8.00" 617H 2.50" 14- 4-0 8 7 0- 10- 8, 14-4 0 6 R0- 11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4016 IF WARNING: Eng Job: WO: ARLK READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: T2S MarondaSystemsBwngshownonthisdmrdngISMcrestlmbracingrandbracing. perel bracing or similar bracing nhich is a panel the building destga and which mug be considered by the building designer arcing goons is for lateral support dtrtas Dsgnr : TLY Chk : 8 / 5 / 2 00 6 member onh• to reduce buckling length Prorisiom mug be nude to anchor lateral bracing at ends and specified localisms delermlecd by the building designer. Additional bcadng of the mersll structure may be required (Sec HIB-91 TC Live 16.0 psf Lbr DF : 1.25 Tnruox' nn719)conlctbuilding designer.(TnmPlate lnstiNle TPI it located ItsgS Plt DF: 1.254005 MARONDA WAn•OnForDMtiRi33TCDead7.0 psf Sanford, FL. 32771 Component Engineeringby: Trim Engineering Co. P.A., 311 Soundside Rd, Edenton, NC 27933 BC Live 10 . 0 psf O. C . ' 2- 0- 0 407) 321-0064 Fax (407) 321-3913 P TPI-02/FBC-04 TOMAS PONCE P.E. LICENSEoWO050068BCDead10.0 psf Code: FLA 267 Medslaon FL Chuluota, FL327CCTOTAL43.0 Dsf v4 . 7 . 32-63A54 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\T2S.prx Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:T2SA Qty:2 DESIGN INFORMATION This dtsipt is for an indindtul building bnnlamens and has been based on infatuation prorided by the client. The designer dixtaims any responsibility far damages as a usual or enity or incorrect mdotuuumt speci>elioas andilm claigm fhrnished to the inns designer by the client and the correctness or socuran of (Ns information a 11 may rehte to a specific project and accepts no n .I ibihn or enemies no commit oilh regard to fabrication, handling. shipmcm and installation of tutees This truss has been designed a an lndh dml building cemponeN In occardaiee with ANSUTPI I-I"S and NOS-97 to be Incorporated as pan of the building deep by a Balding Deign. when mewed for approral by the building designer. the drip Imdmp shone must be chested to be are that the data chomp art in agreement with the local building saleslocal climatic retards for mud or come Ioads project tip-Acatons or special applied hods. Unlecs stones truss has not been designed for storage or occupancy bads The deep assume compression chords (top or bottom) are continuously braced by shedung .ales nhermse specified t9here bottom chords In wnsion are not Nit brand laterally by a properly aMind rigid ceiling. they should be brand al mavmum spacing of 10'JP n e. Cnnncetor plain shall be mamficmu d from 20 pup hot dipped gahamnd meal meeting ASTM A 653. Grade 40. unless othomise shown FABRICATION NOTES Prior to fabriaton, the hbrraor shall mum this draining to rcnlj• that this drawing is in conformance mth the hbricalofs plans and to malice a continuing responsibility for such serifiatum Any dlscreponcia art to be Ian in nndng before tuning a fabrication Plain shall not be installed mein kmholm tows in distorted grain. Wribcn shall be cm fa light Ming woad Ica mind baring. Connector plain shall be bated on bah races of the teas with its filly imbedded and shall be try. about dejaim unless celu a shmnt, A 3cJ plate is 5' rride t V long A 6A plate a 6' ride s I' bug S1011(hales) ton parallel to the plate length specified. Double cuts on ncb members dull min I (he centroid of the nobs uNea othernise shone. Connector plate am art minimum sim based on the forces shorn and may and to be tax d for arb.n handling and/or ereciiim Gesso This mica ism to be fabricated with rim wardam crated lumber unless otlemtin thou. For additional information on Quality Control rater to ANSVTFI 1. 1995 PRECAUTIONARY NOTES All bracing and erection netarnmendanaa am to be followed in accordance mth Keepted industry publication Trustees art to be handled mph panecutar cart during banding and bundling. delnery and intallation m ncid damage Truiryoraryandpcmtanenl bracing for holding muses in o straight and plumb position and fa misting lateral form shall be designed and installed by ohm Carehl handling is essential and erection bracing is aMsys lequirtd. Normal prnautonary action for busses require such temporary bracing during instalLaoo betwien trams to livid toppling and dmnoing. The tupenislon eif erection of trussesshall be under the control or persmu eperienod In the Installed= of Imam Iraindonsl adsice shall be mghl of needed Comccmotim of consmnim lids gnawer Than the desip Inds shall not be applied to Iruae at any time. No loads other than the %eight of the erena, shall be applied to trusses until awn all fastening and boxing is cxn*lad TC: 2. 4 SP # 2 BC: 2x 4 SP # 2 WB: 2. 4 SP # 3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcasee have been considered in this design. FORCES ( lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 767/943,2-3=-590/736, 3-4=-591/731, 4-5=-32/62, HOT CHORD 8-7-- 730/657,7-6=-483/392, Webs 2-7--189/ 379,7-3--289/328, 7-4=-50/139, 4-6--596/781,6-5=-26/79, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.05/ 999-0.11/999 7-8 Horiz. -0.01 -0. 01 NA Max DL Deflection L/ 999 = -0.05 Long term deflection factor - 1.50 4-5-3 0- 6-6 4 f Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC- 00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7- 02, CLC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl L= 14.7 ft W= 13.0 ft Trues in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/ or Glazing Req WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. 2- 7 379 0. 09 C 4- 6 781 0.20 7- 3 328 0. 11 C 6- 5 79 0.04 7- 4 139 0. 05 C 7-4-0 2 3 6.00 4x6 Joint Locations 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 3) 7- 4- 0 6) 13- 0- 0 In -Plant Quality Assurance with Cq-- 1 MAE. REACTIONS PER BEARING LOCATION----- K-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 597 29 -761 B Pin 12-10-12 1 562 0 -688 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. Cr 1- 2 943 0.28 A 8- 7 -730 0.49 C 2- 3 736 0.24 A 7- 6 -483 0.45 C 3- 4 731 0.26 A 4- 5 62 0. 17 A 5-8-0 4 5 6.00 4-2- 6 1- 4-6 562 . 50" 597t! 8. 00" Ak13-0-0 8 7 6 10- g14 13-0- 0 0-11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems ho Bracing dorm on this dramng ism erection brnang.`rind brucing.penal brneingor similar bracing which is a inn of budding design and tMieh rim be considered by the building designer Bracing slwtn is for lateral support of tins members only to reduce buckling length. Prw+sions must he mode to anchor Imeral bracing at ends and specified OF loaliom determined by the building designer Additional bracing of the memll structure my be required (Sent: HM-91 of TPI) For specificInabracingeqabrngruirements, nted building designer (frnss Plate Imtoum TPI is ]Doled of "3D 4005 MARONDA WAY DOnorrio ine. Madison. Wisconsin 53719). Sanford, FL. 32771 Comptmcm Engineering by: Trim Engineering Co.. P.A . IIt Soundside R4 Edenim NC 27931 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 2C7 Medallion FL Chuluoia, FL 327CC Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 Dsf Scale = 0.3891 WO: ARLK TI: T2SA 8/ 5/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA A 7 17- AIRSQ Design: Matrix Analysts rrur=J. J.0 roan: V. 3ann-u.,,s.t.....,.sue....=t.W.•t W.•••.r-- Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK DESIGN INFORMATION This design is for an inditidaal building component and has been based on Infomm:a a ptmided b) the client. The designer disclaims any msponsrbila) lot damages as result of fSulq in irclumd infonnslion, specifications andfo designs furnished to the Irera designer by the client and the 00nectriea or aaaragy of This infornullon as n con relate ro a specific pajeer and accepts no respanudlrq Or seer M no central mTh mped to fabrication, handling. shipment and insultaton of m"aes This trim has been designed as an ndnidrml budding component in accordance pith ANSVfPI I -I"j; and NDS-97 to be incorporated a pan of the Wilding design br a Building Designer. 1Vhen miemd for apprwol by the building designer. the dmgn loadings sitar must be checked to be sure that the data shown arc in agreement mlh the loci building codes, local climatic records fw uind Or men ivads, project specifications w special Radial loads Unless shorn. Inn has not been designed fo saran or oaapaoq• loads. The design assume tampteaion chords (top in batam) art continental, broad br sheathing unlm afhemix specified. where bawm clods (o melon are = hdh braced laterally by a property applied rigid ceding• they should be bead at m 'dnmm spacing of I(r-0' o.c. connector plates shall be manchimi ea from 20 page her dipped phwaleed ual mating ASTM A 633• Grade 40• unless uthemix shone FABRICATION NOTES Pnw to fabnatio, the fabricator shall mien this dcaning to terify that this drawing Is in cadntmantz ai i the hbncatnth plea aid to realiec a oomlrming responsibilily fa such seriaodon. Any dnamparcies One to be pa in uriling before coning or fabrication. Plata shall not be installed war knothole, knots er duuoned grain Members shall be M for nghl filling need to nand bearing. Connector plates shall be locates on bah faces or she Irtm with roils full) nmbcdded and shall be s)m. about rhejala ualM otherwise thanes. A StJ plate is S' wide t J' ley. A [cg plate re 6' nick • t' long. Slots (halo) con parallel to the plate length specified Double cog on ucb members shall meal at the antm(d of the uebs unless alemne shorn. Conneaa plum Ines art mmimum din based ice the forts shorn and may need to be nrercased for certain handling and/or eratmn stresses This Isaac is not in be fabricated uilh BR whom treated lumber to lta chemise shorin For oddnionul Information on Qmlltr Central refer to ANSMI 1.1997 PRECAUTIONARY NOTES All bracing end ermiors nxommeiudatiom art to be fattened in accordance nigh accepted indmir) publications. Times are to be handled nth pantcunr care daring bending said bundling, delivery and irmaltsnion to void damap Temp.—y and pemmnens bacng for holding Insists in a straight and plumb portion and for misting bum] fates dull b: deigned and installed by of em Careful handling is essential and erasion bracing is ohmp required Namal preandiomry aa,Oa for tress requires such lempoan bracing during inuallation beruan trusses to void toppling and domirmint The sapt+t+see of erection of tomes shall be under the control or peemns eeperienmd in The irmWladon of mesas hofeaiomd aAsice dull be fought if needed. Concentration of commrction Inds greater than the design loads dull nor b: applied to rouse al any lime. No roods other Than the %eight of the erectora dull b: applied M tomes amtl after all fastening and bracing Is cllmpl,red TC: 2x 4 SP N2 BC: 2x 4 SP H2 WB: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L- 3.9 ft w- 3.9 ft Trues in END zone, TCDL- 0.0 pat, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing ReqWEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 5- 2 198 0.05 C T 0-11-12 1 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result Of multiple loadcaaea. User defined loadcaaea have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-45/69,2-3=-45/48, ROT CHORD 6-5--22/60,5-4--30/124, Cr Webs 5-2=-100/198, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.00/999 0.00/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 1-11-8 1-I1-8 l 2 3 6.00 -6.00 4x6 3x4 3x4 2x4 XXXX 50k 1.50" 50a 1.501, 1. 3-11- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: aro n d a Systems Dracnng shetm on this drawing is col erection bracing, hind bracing• portal beating a similar bracing nhich Is a pan of the budding design and n•hich anal be considered by the building designer. Bracing chum is fa lateral suppers of truss see members onl)• to reduce buckling length, Provisions mass be made to anchor lateral bracing or ends and specified Imimm delermined by the building designer. Additional bracing of the menll stmaum mar ha required. (Sot HIB-91 of TPI) For specific Inns bracnI rmMliremcnts. coulact building designer (Tina Plate Institute. TPI is located at 3124005MARONDAWAYMOON. Dri-_ Madimn• Wismmtn 5)719) Sanford, FL. 32771 Component Engineering by: Trues Engineering Co • P.A.. II III Sounds ide Rd• Fhraon NC 279)2 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a005006e 397 Medallion PL Chuluola, FL 32746 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\Vl.prx TI:V1 Qty:I Joint Locations 1) 0- 0- 0 3) 3-11- 0 5) 1-11- 8 2) 1-11- 8 4) 3-11- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- K-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 50 -96 -97 B Pin 3-10- 4 1 50 0 -100 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 69 0.02 A 6- 5 60 0.04 2- 3 48 0.02 A 5- 4 124 0.05 T 0-11-12 1 Scale = 0.6391 Eng Job: WO: ARLK Dwg: TI: V1 Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 psf v4.7.32-63864 Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:V2 Qty:1 DESIGN INFORMATION This design is for on id —dual building component and his been based on information pmided by the clam. The designer drxlaims am responsibility fur &—go on; a euh d 6dty « itncorrca infermatiorm, hpeeattali«at and/« dmgass furnished to the lima desigrcr by the client and the correctness or accuracy of this idanatmn m n mart, mlat to a specific Projm and met no rttppnabilil) --nmie ancontml with regard an hbridliam handling, shipment and installation or Imsum This umm his been designed n an tndnidml building component In stsardanco mth ANSVFPI 1.1995 and NDS-97 to be Incorporated u pun of the building design by. Building Designer. %Vhco rniened for app""al by the building designer. the design loadings shown must be chaekd to be sure that the data shoran in in agreement with the lout ladldict codes. Intl climatic records for wind «moor. Inds project specifications or special applied Inds Unless shmma toss ham been designed fur Manage a ocau ancy loads. The design asswnes mmpresaon chords (top at bonom) an communing• brrzd by thothing units dhemin spmfid When bdtom church I. Iteaon are m fully braced lateral]) b) a papal, applied ng)d ceiling. iher should be broad al o maximum spacing of I0-0' o c. Connector plates shot] be mmnfaMpmd from 20 gauge hot dipped plmsnizcd Meel mining ASTM A 653. Grade see, unless othemase shone. FABRICATION NOTES Prior to fabriolion the fabricator shall mim this draaang to merit)• that that droning is in confomunce smith the fabricators plan and to reslin a continuing responsibility fur such —ificalio. Any discrepancies ane to be pat in .thins before ruling or fabrirngn Plea Pull m be insulted tier kmholes, know «distortd grain Members shall be cut for tight fining woad to need bearing. Connector plates shall be looted an both fm of the Ina with ants filly imbedded and shall be rym. about the joint -Ness olhernise shown. A 5xa plate is 5' nide x a' long. A 64 plate Is 6' wade a I' fang. Slou (holnl inn parallel to the plate length specified. Dou61e cuts on nob mcmben shall coca at Its antreid dthe imps unless ahumise shown Connector plate dm she minimum him based oA the fa(rrs Lone and may tad m be Increased for certain Initialling and/or erection presto. This war ism to be fabricated wish fire mardsm trestd hamper unless oticrnix shown For additional idomudon on Qualil) Control serer to ANSVRI 1-1995 PRECAUTIONARY NOTES All bracing and necion recommendations an to be fallormll In accordance nith.aeptd industry publications Truse art to be handled nth particularanduringboost,., and bridling. der cry and installation to acid damage. Temporary and permanent bracing for holding l"'c" In a Mraighn and plumb pcahion and Itr r suing hxenl forty shall be designed and installed by ahem Careful handling ts essential and enectic n boxing is aloaya mq ind Normal precautionary action for muss requires such temporary bracing during imndlation bemoan tomes to mud toppling cad dodrofng. The mop t-re" of perm of trusses thou be odor Ile comnd perm experienced In the installation of trusses Profestiorul admix shall be sought f needed. Conanmtlm dc« situaron loads gam than the deug- Iola stall m be applied an tames at am time No Inds other ttan the neigh of The ertaon shall be applied to io@3 uwl after all fastening ad bracing is TC: 2x 4 SP H2 BC: 2x 4 SP 82 WE: 2x 4 SP 43 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, Her 15.0 ft, Ies 1.00, Lxp.Cat. B, Koster 1.0 Bld Type- encl Les 6.6 ft W= 6.6 ft Truss in END zone, TCDL- 0.0 psf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 5- 2 448 0.11 C Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the compoaite result of multiple loadcases. User defined loadcases have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-155/115,2-3=-155/115, HOT CHORD 6-5--88/199,5-4--78/250, Cr Webs 5-2=-209/448, GLOBAL MAX DEYLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 « 0.00 Long term deflection factor - 1.50 3-3-8 3-3-8 I 2 3 G. 00 G.00 Joint Locations 1) 0- 0- 0 3) 6- 7- 0 5) 3- 3- 8 2) 3- 3- 8 4) 6- 7- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER HEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 69 -97 -121 B Pin 6- 5- 4 1 69 0 -122 B B Roll PROVIDE UPLIrT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -155 0.10 A 6- 5 199 0.14 2- 3 -155 0.09 A 5- 4 250 0.15 I 4x6 3x43x4 1- 7-121-12 LTJ 2x4 69113.50" 69q 3.50" 1, 6-7-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems Bracingshmrrion thisdramming ism enelion bracing, nidbracing, portalbmcingor similar bracing which rasa pan of the building design and ah(ch must fe canidemd by the budding designer. Bracing show„ laisrot mcral wirpon of inn members only Ica reduce tackling length. Prom ions must be made to anchor lateral bracing at ends and specified locations determined by the building designer Addilioal broiling of the memll structure may be required. (See HIB-91 of TPI) For apeclfIc Inn bracing requirements conlm building designer.ffruss Plate Intuilule. TPI is looted of 5934005MARONDAWAYDOnofnoDom. Madison, %V,aconsin 53719), Sanford, FL. 32771 Component Engineering by: Tina Enginenng Co. P.A., gig So undside Rd. Edenton, NC 27912 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE WOOSO069 367 Mmidallion PL Chuluola, FL 32746 Scale = 0.5548 Eng Job: WO: ARLK Dwg: TI: V2 Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0TPI-02/FBC-04 SC Live 10.0 psf BC Dead 2.0 psf Code: FLA Sao-y••• —•o y— rrva.a.a.es raen: e.: Nir L-LVA\worts\mfoDs\AxLK\ARLA\vz.prx Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK DESIGN INFORMATION This design is fw an indnidi al building component and has been based on information prmided by the client. The designer di:uirm arty m ponubthly for daring. es. result of faulty or trtcorreet Information specifications arodlw designs hunlshd to the twin designer by the client and the earteeirsess or accuracy of this inf minion m it maY RI]Ie W. geCillc Pjecl and aaep. no responsibility w eaereim ne oontrut with regard to 0d ri ,tioq handling. Shipment and insW Ialion of trusses This Ira hm been designed as.n indkidtal building componem In accordance pith ANSViPI I.1"5 and NDSA7 to be incorporated as pan of the bolleiq design by a Building pepper. %Vhcn mimed fw approeal by the building designer, the design Imduap ehotm renal be chmkd to be sure thin The data shone are In apeemem with the 1=1 building codes, howl climatic records for nand a sooi,loody prgM speciflations a special applied loads. U.1cm shamm tom has not been draped for poop or compoq lads. The design assames ampmesicn clods (tap or ban=) are continuously braced by shathnng usdet ahemne specified. Where baton chords in lension arc b IWI7 braced laterally by a properly applied rigid ailing, they should be braced at a laaimum spacing or IOd' o e Connector plain shall be er-.f. urd from 20 pup hat drppd ph,tnind peel mcenng ASTM A 655. Grade 40. unless ahemue sloop. FABRICATION NOTES Pries to fabealuon the f brimfor %lull mi—this droning to'miN that this droning Is In coriformmee nth lbe bbricuors phm and to m oho a continuing responsibility fm such tenfiation, Any discrepane'es are to be put in n7Tdng befou cunning or fabrication Plato shall not be installed mar kaahokt knots or dinond grain. Members shall be seta for tight fitting wood to umd baring. Connector plates shall be bated on bah faces of the Ina pith walla full• Imbedded and shall be wan .bat the aim unless ahemi. shotm Asa pine Is 5' wide % 2' long. A 6%$ pole u 6' wide % a' long, Sles (hole) run parallel to the plates length q=L ld. Double con on web members Shall meet in the mtroid of the net unless ahem'. shown C...Mw plate %Imes are mrrtimum sim based co the form shoat and row red to be incra.d for certain ladling ardlor erection stmssn Thu Iran is not to be fkbimled uriih fie retardant mated lumber unlea olhen i. shown For addrtiolW information on Qlulrry Control refer to ANSVIPI 1.199y PRECAUTIONARY NOTES All boxing and erection recommendattom are to be followed coo accordance pith auxepted industry publication Truax art to be handled nith particular are during Wiling and bundling, delnery and rraallalioo to void damage Temporary and Nrmaneni bracing fw holding misses in . stronghi and plumb position and fa resisting Lateral form shall be designed and installed by when. Careful handling is essential and erecsinn bang is olu." requitd Normal p—niti—y action for ln1 raryires such tempos• bnctng during inpnllatloo bemeen trusses to void toppling and dacrdtoing The i mason of a ,onof messesshall be under the control of pemm ecpenenced to Ibe itulallation of trtrpa ProfesiorW .dries shall be mglo if needed Conecrunnon of construction loads gmter than the design lads shall rya be applied to truno at any time No lads other than the Height of the creaon shall be applied to Irminn unlit 20er oil fipemng and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP #2 WB: 2x 4 SP B3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, H- 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L- 9.2 ft Wes 9.2 ft Truss in END zone, TCDL= 0.0 psf, BCDLes 0.0 psf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI 5- 2 790 0.20 C 2- 3- 12 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcasee have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-392/257,2-3--392/257, HOT CHORD 6-5=-165/350,5-4=-192/499, Cr Webs 5-2=-388/790, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(e). I.Span 0.05/999 0.05/999 2-1 Horiz. 0. 01 0.01 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 TI:V3 Qty:1 Joint Locations 3) 9- 3- 0 5) 4- 7- 8 2) 4- 7- B 4) 9- 3- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0- 12 1 52 149 -70 B Pin 9- 2- 4 1 52 0 -73 B e Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 392 0.20 A 6- 5 350 0.25 2- 3 - 392 0.20 A 5- 4 499 0.27 4-7-$ 4-7-8 1 2 3 6.00 4x6 2x4 6. 00 52H 1. 50" 52H 1.50" I, 9- 3- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN To ERECTING CONTRACTOR. BRACING WARNING: M a r o n d a Systems Bracing slam on (lids dran'ng is not erection boring, mind bacng, portal bracing or similar bracing -hich is a pan of the building design and which mutt be considered by the bolding deugrer. Bracing shmm is for lateral support of tmn memben only to red= buckling length. I' misions muss be made to anchor lateral timing at ends and specified th locations determined by the bunlding designer. Additional bracing of the memll stnsaum may be required (Sot HfB-9i of TPI) For specific lam m bracing requirements, g building ts, coningdesiper.(Tmss Plane Indic ae- TPI is loatd nit512 4005 MARONDAWAYDT2nofnaDri%e,Mx1i o Wi%comin55719) Sanford, FL. 32771 Componen Engim—S by: Tram P-nginmTing Co., P A , 111 Soundside Rd. Edenton. NC 27932 407) 321-OG64 Fax (407) 321-3913 TOMILS PONCE P. E. LICENSE 0*0050068 307 Medsalllon FL 6huluokas FL 327CC Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\ARLK\ARLK\V3.prx 2- 3-12 Scale = 0.4955 Eng Job: WO: ARLK Dwg: TI: V3 Dsgnr:TLY Chk: 8/5/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 2. 0 psf Code: FLA TOTAL 35.0 psf v4.7.32-63874 Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK DESIGN INFORMATION This design is fa an indhidreil building camponern and has been based on infatuation presided b) the client. The d=1p V disnaitu any responsibility for dawges es a resit of faulty or iaareet info r ation spmflahom and/or designs furnished to the inns designer by the client and the anmaess or accuracy of this Information as II near nine to a specific project and Accepts an resaotmbllity Or ecenNus no control with reprd to fabria. hatresndling. shipwent and Installation of trusses This trim ham ban designed as an indhidual Wilding comporoll In aenlydaaa with ANSVIPI 1.1993 and NDS-97 to be incorporated As pun of the building design by a Building Designer. When mtened for oppres'al bI. the building designer. the design loadings shown ramp be chocked to be sort that the data shone are in agrcaent pith the local building codes, local climatic records fa Mitt! a srl0a Inds. pmjen g-ir cations or special Applied Inds Unless aMnn buss has not been designed fa Storage at oaoprc7• loads The design assume cwnlprmion chords (top or broom) sac conllmroush Irand by ahathing unless dharnise specifed Where battens eteords in tension art m Polk braced tnenlly b) a properly applied ngid ceilin& they should be broad at a rnuaimom spacing of I(r-0' o c Connector plain shall be mtndwhnrd front 20 pugs hot dipped ph-ined steel messing ASTM A 653. Grade 40. -1- chemise shdm FABRICATION NOTES Prior to fabrication. the fabricator shall mieww, this drmtng 10 terify that this drawing is in conformance with the fabriestores plans and to ialrm a carstincmg respamibruy fa ach wenfiallan. Am dlscrepa clot art to be put in nnung before coning or fabrication. Plata shall nee be installed eser knotholes, kids car distorted Patin Membcn shall be aI fa high, fining wood to wad bearing. Connector plain shall be bond on both faro of Iha tmss pith -Is fully Imbedded and shall be s)wn about hejoint unless ahernis, charm. A 5,4 pate is 3- rode V long A 6yg plate is 6- wide s g' long. Slots (holes) run parallel to the plate length specified Double cots on web wernbers shall men at the antroid of the nobs unless otherwise down Conlccta plate sites art minimum cotes bawd on the fortes shown and may need Ip be Ircravd for certain handling and/or erection stresses This Inns ism to be fabricated with fire retardant trend Iaober ankss od-ix shoot Fortldtdoml infatuation an Qanliy control refer, to ANSIMI 1- 1993 PRECAUTIONARY NOTES All bracing and erection na7otuneadatlom art to be followed b accardam with a¢epted industry publications. Tama an to be handled with panieulu awe during banding and bundling, delhery and inaalWion to wad damap TemporaryW pemanem bracing for holding fnussn in a straight and phaM posallon and fa netiftlAg lateral fortes shall be designed and nmalled by others. Careful handling is essential and en cuon bracing is dnani retrained. Nonal precautionary action fa tomes nequim slxh temporary bracing during I® allalbn between trust to nedd toppling and danincing. The supentsion of ermion of trmses shall be under the control of pemm egencnmd In the iwaltation of lnaaei Professioaladwice flailbu saght if meld C(ul(entntion of armnction loads grater than Ile design loads shall not be applied to trusses al arq Iiam No lads other Than the weight of the erectors shall be applied to truIIes until after all fastening and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP 42 WB: 2x 4 SP 03 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX. REACTIONS PER HEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 27 202 -45 B Pin 12- 2- 4 1 28 0 -10 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI 5- 2 1158 0.29 C 3- 0-12 I 6- 1- EXCEPT AS SHOWN PLATES ARE MiTek MT20 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. I1 or (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. wndLod per ASCE 7-02, CiC, V= 125mph, Her 15.0 ft, Ier 1.00, Exp.Cat. H, Kzt- 1.0 Bld Type= encl L- 12.2 ft W= 12.2 ft Trues in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. Cr 1- 2 -658 0.35 A 6- 5 561 0.39 2- 3 -657 0.35 A 5- 4 763 0.41 6. 00 4x6 6. 00 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Bracing sham on this dmutng ism erection brwing,rand bracing. panel bracing or similar bracing uhich is a part of Ile building design and which must be considered by the building designer Bracing shown is for lateral silppon of imes he onlyto rd= buckling length. Prenisions must be made to anchor lateral bracing at ends and specified balions dnemdned by the building designer. Additional bracing of the memll stricture may be intuited. (Sec HIB-91 of TPI). Fa specific inns bracing requinermns, coninct building designer (Trim plate Insilnac. TPI is loald at 513 4005 MARONDAWAYD'Onofrio Drive. Madison. Wisconsin 33719). Sanford, FL. 32771 Component Engineenng by: TrussEngineering Co. PA.. gig Soundside Rd. Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE n005006e 2G7 MedsOlon PL Chuhuota, FL 327CC Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\V4.orx 6- 1- 8 TI:V4 Qty: 1 Joint Locations 1) 0- 0- 0 3) 12- 3- 0 5) 6- 1- 8 2) 6- 1- 8 4) 12- 3- 0 6) 0- 0- 0 User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(s): 5 FORCES (lb) - Max Compreasion/Max Tension TOP CHORD 1- 2--658/430,2-3--657/430, HOT CHORD 6- 5--285/561,5-4--332/763, Webs 5-2=- 602/1158, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 13/999 0.13/999 2-1 Horiz. 0.02 0.02 NA Max DL Deflection L/999 - 0.00 Long term deflection factor = 1.50 3-0-12 Scale = 0.4860 Eng Job: WO: ARLK Dwg: TI: V4 Dsgnr:TLY Chk: 8/5/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf PIt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 2. 0 psf Code: FLA TOTAL 35.0 psf v4.7.32-63879 Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:V5 Qty:2 DESIGN INFORMATION Th., design is for an indidldtal building mnp®ent sad of been band ran Inforrrotion p,aided by the client. The designer diaiaitm any responsibiiit) for damps as a rmlt of faulty or Incorrect Information. spatiflaliom and/or dsigm furnished to the truss designer by the client and the arreenrlm or accuracy of this Infumation a it may rtlaw to a spocilk p. and aolept, no rapomibibq or eeerdses oo cotuol with regard to n. h=Wfabricatioing, dtipm m and installation of uuas. This miss his been designed m an itdrndoal building eourponent In accordance with ANSMI I-1995 and NDS-97 to be incorporated a pan of the building dCdgn by a Building Desiliner. When mimed fa approsml by the building designer. the design loadingi shown mum be chocked to be sum that the data dart in agreerltent mih the local building coda local climatic, records for wind or sron' Imds. pmjm specifications or special applied loads. Unlen shorn Ina has aor been designed for stooge or eccnRacy loads The design assumes compression chords (top or harem) ass aminnontty brwedbyshollungwlmahemimspmfied Whore bollom chords in minion ass not wq• braced Literally by a properly applied rigid ceiling, they shout be braced n rrudnmm spacing of 10'-0' o c Connector plats shall be ne nm6ctnrtd from 20 pugs hot dipped ph7ouzed steel meeting ASTM A 633. Gmde 40. onlm ethenria shown FABRICATION NOTES Prior to abratim the rabrioea shall mien this diming m sails• that this droning is in conformance oath the hbracamfs plam and to realize a continuing responsibility fa such wrifiation Any disocponcte an to be por in ailing before cutting or fabnotion. Plain shall not be installed mw knotholes knits or dismned grain. Member doll be cen for right fining wood to nmd beuirs& Conreetor plain shall be located on bah form of the trim with rails fully imbedded and shall be awn, about the ju,nt uNm all—ise sham. A 3.4 plot.., 3- uide .e 4- long A 6c1 plate its 6- -de d to long. Slats (holes) run pamlkl to the plain length specified. Deuhlc tom on web mcvmvs hall noel at the crearoid of the webs anlm otherniseshown. Connector plate sizes art oummum sizes based on the foam shoos and may need to be increased for certain handling and/or crmmo stress¢ Tbh utter is not to be IN led pith firt retardant treated limbs tndm ahrnise sMnn For aftflonal adarswlonn on Quality Control refer to ANSIRPI 1.1995 PRECAUTIONARY NOTES All bracing andaocdoa reconurendatiom lac to be fatlot in accordance nitM1 it industry publications. Trusurs art to be handled with particular cart during banding and Mulling, delneq• and installation to aioid damage. Temporary and permanent tracing fa holding trusses in a straight and plumb position and for rsisdog lateral farm dull be designed and installed IsT ethers. Careful handling is esamial and erection bracing is always required. Norval precautionary action for times requires such temporary bracing during installation between muses to asord toppling and domineing. The supcnivon of erection of tmas shall be under the control of pe,sau ecpericaced In the installation of m sses. Prof®oral odsice toll be sought of needed Cooeentratiun of camrnciion bads groamr van the design loads shall not be applied to truces at sin time. No loads other than the weight of the erectors dull be applied to uaasa until Ns all futening and bracing is campleied TC: 2x 4 SP U2 BC: 2x 4 SP N2 WB: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. FORCES (lb) - Max Compresaion/Max Tension TOP CHORD 1- 2=-28/51, HOT CHORD 4- 3=-16/22, Webs 3-2=- 58/152, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 3- 2 152 0.05 C T 1-0- 0 I EXCEPT AS SHOWN PLATES ARE MiTek MT20 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- encl L- 3.0 ft W= 3.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(e). I.Span 0. 01/999 0.01/999 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor - 1.50 3-0-0 Ak 1 24. 00 2x4 3x4 1- 0- 0 2x4 Z MA MA Mr MA MA KA IW1M0U W4W4Wk A: I I 3- 0-0 4 3 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems armingthorrnonthisdinningismertctionbmdng, aien nd bracing, pal bitingorsimilarbracing nitichis a pan of the building design and which must be canddcnd by the building desgner. Bracing shocm a for Lateral support of inm members only to rednca hackling length I'Knisbm moat be made to onchor laleml bracing at ends and specified loatiom determined by the building designer. Addilional bracing of the amll stnxiure may be mcialmd (Sea NIB-91 of TPI) For specific Imes bracing requirements. =[act building designer (Truss Plate Instiluiq TPI is located at 593 4005 MARONDA WAY D'Onofiia Drim Madison. W,xonun 31719). Sanford, FL. 32771 Componat Engineering by: Tan Engineering Co.,P.A, gig Sound ide Rd. Edenton, NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE iw00500613 247 Medallion PL Chuluota, FL 32766 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\VS.prx oint Locations 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 105 -131 -211 B Pin 2-10- 4 1 105 0 -229 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 57 0. 07 A 4- 3 22 0.12 Scale = 0.6349 Eng Job: WO: ARLK DWg: TI: V5 Dsgnr: TLY Chk: 8/ 5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 r) sf v4.7.32-63885 Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:V6 Qty:2 DESIGN INFORMATION This chip is far an Indnadtel building a mponent and his bets based on lafomrtioo presided by the client. The dedper disclaims airy responsibeliq for damages as result of faulty or Incorrect information speel{utiws and/or rledps M1tmtshe l to the tom designer by the client W the mseCCLAts or amuracy of lhis information as it may Mlare to a speMc prejeci and occepla not nspomWility or emmeses no control with regard to fabrication handling. sh)(mcm and installation of a ms' This trials, has been designed as an Indhidual building component in accordance with ANSVTPI i-1995 and NDS.97 10 be incorporated ss pan of the building deep by o Building Designer. Whet mimed far appronl by the building designer. the design loadmp Worm mum be clicked to be sure that the data shone ore in agreement rim the local balding coda. local climatic retards for wend or sew lads, project specifications or pecilil applied toads. Unless Wotan tom has not been designed for tromp car aec pancy lad. The dmp nm— mmpremoo chords (top or bonm) ore cominummly brand by shembing mless otheruise specified. Where bosom chords in rermion arc not full, braced laterally by a propc4 applied rigid ailing. they thmld be bead at amen Sped" of 10"0' o c. Canneesa plates that] be manufactured from 20 pup hot dipped phmnimd mat mating ASTM A 653. Grade 40. units othruin shorn FABRICATION NOTES Prior to fobricotrort the fabricator shall mien this drawing to %tnfy that this drarring is in confomtanee nith the fabricatoes plans and to ralire. continuing ropommnlit) for such %vdf action. Arq discrepancies am to be pea in rating before tuning or fabricator. Plato dull not be installed eser kroshtdn kmaf or dimmed gnie. Members dull be cm ror tight fining nmd to Hood hearing. Connector p6no shall be located on both fbces of the utm frith tmb fully imbedded and shall be s)an. about the joint unless othcr.ise shown. A 5y4 plate is 5' wide c J' Iong. A 64 little is 6' wade a g' long. Slots (holes) rm laundi l to the plate I.Vh slawified. Double cats on nib members shall cam at the c mad of it. rem; umts tahcrniw theme. Connector plate does tie minimum firm based a the forces storm and may steed to be increased fro certain handling and/or cenloe caresses. This lnm is nor to be fabricated oath fire mu dam treated lumber tmlm ah vie dean For oAdlumal Information on Quality Control refer to ANSVfPI 1-1993 PRECAUTIONARY NOTES All bracing and erection recommendations are to be folloned in accordance rim accepted industry peWnmhioes, Tmssa one a be handled pith particular are during bending and bundling. &ii%vry and installation to noid damage Temporary and permanent bracing for bolding Imeme; in a stmighl and plumb position and for resisting lateral fans that] be deng ed and instilled by ashen Careful handling is essential and erection bracing is ohn)t required. Normal precautionary action for truth requires such temporary braing during insallatrou bemeen truss to void toppling and do nirdng. The s periaon of erection of tome "I be under the control of persons cVcrienmd in the installation of tomes. Professional od%ia shall be sought itseeded. Concentration of camncaion loads grater than the design loods shall not be applied to messiest at an) it=. No loads other than Ili emigb of the crescent shall be applied to tow until after all famemng and bracing is completed TC: 2x 4 SP #i2 BC: 2x 4 SP H2 WE: 2x 4 SP H3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-57/95, HOT CHORD 4-3=-39/54, Webs 3-2--124/341, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 3- 2 341 0.15 C 2-0-0 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 1-02, CLC, V= 125mph, Bec 15.0 ft, I= 1.00, Exp.Cat. B, Ktt- 1.0 Bld Typeet encl Lec 6.0 ft W= 6.0 ft Truss in END zone, TCDL- 0.0 pef, BCDL= 0.0 pof Impact Resistant Covering and/or Glazing Req Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.22/297 0.22/297 2-1 Horiz. -0.03 -0.04 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 6-0-0 2 4. 00 2X4 Joint Locations 1) 0- 0- 0 3) 6- 0- 0 2) 6- 0- 0 4) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift y Type 0- 1-12 1 210 160 -410 B Pin 5-10- 4 1 210 0 -450 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 95 0.54 A 4- 3 54 0.56 2-0-0 21ON 3.50" 210N 3.50" 6-0-0 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Ma r on d a System S Broctng sham on this dramng is cal erection bncinp %wind bracing. portal bracing or similar bracing nfinch is a pan of the building design andniuieh mum be considered by the balding designer. Bracing slrottn is for bleml support of Inm members only to reduce bacHing lcnph Pmndons mum be made to anchor lateral bracing of ends and specified locations determined I, the building designer. Addi ioral bracing of the mTnll sirunum may be required (Sou HIB-91 of TP0 For specific tan bracing requirement. maw building designer.Rrun Plate Instirme TPI is located rat 583 4005MARONDAWAYoroarnoDri%e. Mad,". Wisconsin 33719). Sanford, FL. 32771 Component Enginanng by; Tom Engin Bring Co.. P.A..618Soundside Rd. Edenton. NC 37932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE IWOO5006e 367 Medslllon / I. Chuluofa, FL 72744 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\V6.prx Scale = 0. 5081 Eng Job: WO: ARLK Dwg: TI: V6 Dsgnr:TLy Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35. 0 psf v4.7.32-63891 I I I Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:V7 Qty:l DESIGN INFORMATION This design is for an Idhidual buildinji component and has been based on information prided b) the client. The deeper disclaims am nspauibilitr fa damages u a result of bully w laarmt inreirm ii. ,—01-tos atd/ar designs Iltnushed to the Ins designer by the nicnl and the eormtna s or accuracy of ihts information a it map relate to s specific project sort --put no maponibility or —miao no dsmmol mesh mprd to fabriatiat hamdliny dupmem and installation of lime This inns hn been designed u an irdi,idml building amponcol in accordance rrith ANSIr Pt I.1991 and NDS•97 to be Inarponted as pan of the building design by a Building Daigncr. When re,icncd for appimvl by the building designer. the design toadimp shown most be clocked to be sure that the data shout are in agreement In1h the Load building codes, local climatic records for nimd in snow loods, project specifmatos or special applied loads. Unless shomL btu has not been designed for asap or ocupvo:y lode. The design aswrro compression elands (top or bosom) are cco immesh INKnd q Homing unless ehernise NcccOled Wbere baton chords In minion are nee folk broad lammily by property rippled ngid aiding. they should be braced n a man u n spacing of IPd' o c Canna Plates than be manufactured from 20 pup M dipped phinized reel meeting ASTM A 633. Orde 40. unless orhmise shone. FABRICATION NOTES Print to fabrication. the fabriata shall miew Itus draping to wrlf • that this dining is in conformance Milt the bbriatds plans and to malls a continuing msPooabiliq for such ,TriM1otioo. Any ditrrepancsa are to be put in noting before coning w bbriation Plata shill nil be installed der knotholes. knots or distorted grain. Member dull be crm for Light fining wood to wood fearing. Conners plain shall be local d on bah Data of Ih Ir® rim uiu fully lolbrddrd and dull be qm show the jam ilea als—i. shomnc A Sec plate is J' ride e s' long. A 6r1 plate is 6' wide c 1' long. Sloss (holes) non parallel to the plate length Weclned. Doable au on rich raubus dull =0 u the centroid of the ncba unkn other-ise domes. Conrecra plate sins are minimum din based on the forth 0— and may need to be increased fw certain handling ad/w erection arrun. This lam is not 10 be fabricated nlm fire retardant Incited Imnbv unless othmrisc alioritt. For additional letformatlon on Quality Control refer to ANSVTPI 1.1991 PRECAUTIONARY NOTES All lusting and erection recommendations art to be fblW,nd in accordance nim accepted iduary publications, Titan an 1. be handled ash particular are during binding and handling. dclncry and installation to nvid damage Temporary and permarent brocing for holding tininess In a aright and plumb position and for resisting lateral fortes dull be designed and installed by other Careful handling la essentlal and erection braclmg Is aleaya required. Normal pri amiwary anion for tru ses respdmes such temporary bracing during inaallnion bmrten tines to odd toppling and daniroing The aprevisien oferection of inistes shall be udr lhemarol dpersons operiencd in th installation of tnma, Professional ad,ice shall be sought if ceded Corlanintion of conssinion Wads greener than the design lads shill not be applied to trusso at any time. No Wads den than the neighs of the erectors shall be applied to truss until alter all haadng and bracing is mooned TC: 2x 4 SP 82 BC: 2x 4 SP #2 WB: 2x 4 SP 03 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcasea have been considered in this design. FORCES (lb) - Max Compreasion/Max Tension TOP CHORD 1-2=-18/26, HOT CHORD 4-3=-10/14, Webs 3- 2=-42/99, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI 3- 2 99 0.03 C T 0- 9- 4 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7-02, CLC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 2.3 ft W= 2.3 ft Truss in END zone, TCDL= 0.0 pef, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Cr -------- GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 1 Boriz. 0. 00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 2- 3- 12 1 2 4.00 2x4 T30 0- 9- 4 2x4 I K. 4 COMMONFINE, WIN01414,000: 1 1 t 2- 3-12 I 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Boring sMnnonlhudmning is era ereciionbraing. mdbmcing,ponal bruculf—Midarbracinguitich iso pan of she Wilding design and ,rhich mug be considered by the Wilding designer. Bracing gh mm is for lateral suppon of Iron members only to reduce buckling length Prmis,ons must be mode to swhat lateral bracing at ends and specified locaI—dnermined by the Wilding designer. Additional Dancing of ih mcrall structure mar be required. (Sec HDY91 n(TPI). F. Pnc truss bracing 4005 MARONDA WAY D'Onofrio Drhe. Mdhsac WWsconsinislm7 o;WiWmng designer ( Tom PWtelmilntq 7PI is Waged at sgl Sanford, FL. 32771 Compoani Engineering by Tnm Engineering Co. P.A • 111 Smndside Rd. Edenton, NC 27933 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050069 767 Modal lon Pl. Chuluota, FL 327CS Joint Locations 1) 0- 0- 0 3) 2- 3-12 2) 2- 3-12 4) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Soria; Uplift Y Type 0- 1- 12 1 81 -101 -164 B Pin 2- 2- 0 1 81 0 -176 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 26 0.02 A 4- 3 14 0.05 Scale = 0. 6730 Eng Job: WO: ARLK Dwg: TI: V7 Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 pef O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35. 0 psf v4.7.32-63896 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\V7.prx Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:VB Qty:1 DESIGN INFORMATION This design is In, an indhidual building component and has been based on Information presided by the client. The daig ter disclaims ark, nespomtbiltk, for danuges m a ratan of faulty or incorrect information. speeificatwm and/or designs famished to The min design by the client and the correcrneu w aceuncy of this information u it may relate to a epeaffe project and accepts no responsibility W e.Ici— no control snth regard so fabrics iwc handling, shipment and installation of Inesses This tram has bm designed sts an indnidual budding component in accordance Milt ANSVTPI 1-1995 and NDS-97 to be incorporated m pan of the building design by a Budding Designer. when miened for appmeal by the building designer. the dingo loading shonrl rtm"be chested to be core than the data sho" are In a regiment nsth the total building codes. local climatic records for orrynindwsloads.m w ds. project specUindospecial applied Imds. UNta sloop tram has W been designed for mrag w occupancy tools The design a=— mmpression chords ( top or bonom) art continuously boxed by shcallung unless mbermsc speciBcd Where bonom chords in l—on arenit foal. brace bteotRy. by a properly applied rigid ceiluny they should be braced at is nucimum spacing of 10.0' o e Connector plain shall be manufxnucd from 20 gauge M dipped phanined Orel mining ASTM A 633. Orode 40. unless othemise sties FABRICATION NOTES Prior tom Lion. the fabrinlor shall mom this draatng to vent• that this dmmng is in conformance nttb the I brinsors plans and to ratlin a continuing nespormbility for soh serifrorqe tien AdrrepaKies art tobePinin renting berm citing or fobicoson Plato shall nor be installed mw knotholn, knots or dsaoned grain. Members shall be cut for tight Biting hood no nood belling. Connector plates shall be looted on both fain of the tint mtb mils fall• imbedded and shall be sym about the joint unlm ahemix shone A 5<4 plate is 5' aide v J' long A 6%9 plate is 6' nidc c g' long. Slots (hula) ma parallel to the plate 4ngsh specified. Double cuts m mL nlenbcrs dull mat n the aneroid of tee nobs uNm otherwise shone, Connector plate stet an minimum vim brand on the forces sham and mar nerd to be iKreaf[d for certain handling and/or uasion stresses This Inns Is nor to be fabricated with fire nardant treated lumber vat— ot cirnian shmsn. For additional inforrxntioo On Qualq Control mfer. to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and crmi— mc— admiom an to be lbion,ed ran accordance With amcpted industry Publications; Teases am to be handled mlh particular cart during banding and bundling, delivery and Inadtaliwr to void damage Temponq• W pemurenl bracing for holding Inssn m a straight and plumb posium and fin resisting lateral form shall be designed and Installed by others. Careful handling is cacmul and ccctlun bracing is alaa3s required Normal precautionary action for tram requim srxh tempoain bruin& during inslaDaton between tuns to void toppling and domincing. The nryenision of erection of tram shall be aMn the tantml of penans ccix is in the imallation of tnaes Professional whim shall be soughs of need Consommion of comoKgreater tion loads gter than the designladsshallnot be applied to tnusn at any time. No Imes other thin the weighs of the crecton shall be applied to inns =111 alter all fastening and bracing is compiled TC: 2x 4 SP N2 BC: 2x 4 SP B2 WB: 2x 4 SP H3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--64/239, HOT CHORD 4-3=-48/66, Webs 3-2=-154/402, WEB. .. FORCE..CSI. Cr WEB. ..FORCE.. CSI 3- 2 402 0.20 C Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301. 4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaees. Right End vertical designed for wind. WndLod per ASCE 1-02, CAC, V= 125mph, H- 15.0 ft, I= 1. 00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl Lee 7.4 ft Wes 7.4 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.50/163 0. 50/163 2-1 Horiz. -0.05 -0.08 NA Max DL Deflection L/999 = 0. 00 Long term deflection factor = 1.50 7-5-0 a.00 Joint Locations 1) 0- 0- 0 3) 7- 5- 0 2) 7- 5- 0 4) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 260 -314 - 406 B Pin 7- 3- 4 1 260 0 - 520 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE.. CSI. 1- 2 239 0.82 A 4- 3 66 0.77 2xa 2- 541 2xa MXXXXXXXXXXXXXXXXXXXX 260# 3. 50" 260# 3. 50" 7-5-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: CMaronda System S Bracing shmy Onthisdmntngisnorcrectumbracing. rand bracing. portal bracing or similar bracing nitnch is a Pon of the building design and nhich men be considered by The Golding deigner. Bracing shmw is for lateral support of Tma member Only to reduce tickling length Prmiams must be made to anchor lateral bracing at ends andspecified locoliont determined by the building designer. Additional bracing of the menll onadure may be required (Sec MB-91 of TPl) For specific Inca timing requiremenll, mini building dnigner.Unns Plate Inuilme. TPI is located at 583 4005 MARONDA WAY D'Omfm Drht. Madison. Wisconsin 53719) Sanford, FL. 32771 Component Engineering by Trull Engineering Co.P.A. gin Soundside Rd, Edemoo. NC 27932 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE Iw0050060 3C7 Mec a0lon PL Chuluota, FL 32166 Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobs\ARLK\ARLK\VB.nrx Scale = 0,5787 Eng Job: WO: ARLK Dwg: TI: V8 Degnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI- 02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 psf v4.7. 32-63901 L , ' Job: ARLINGTON K Customer:ARLKINGTON K 364 WO:ARLK TI:V9 Qty:l DESIGN INFORMATION This design is for an indtaidud wilding component and hie beam based can infatuation pro.ided b) the client The diaigter disclaims say msporatbtiq b, damages a a result of rawly a Incorrect iwormalim Specifications ardla "Btu famished to the tons dultrer by the cl em Bad the eDnWnnf or accuracy or this Information of it may reuse to B SPee+bu project and ooceps nu respomr3ility or -miles no antra with mprd to fabrication. lundliny shipmem and Installation of Iruun This lots his ban designed as an irdi%iduah building amponenl in acordana with ANSVrPh I.1995 and NDS-97 to be incorporated a pus of the building drip by a Building Denpa when mimed for approval by the bulding desigen. the drip loodinp shorn must be checked to be sum that the data shown arc in agreement with she htal building code&. 1=1 climatic accords for wind a sorer bads. Project Weecillatiom or special applied t=da Unless sbmrn tom has not been desiped fa usage or omuancy Lows. The design assumes compression chords (top or bman) art continuously braced by Walking onlm offierwise specified, whe e bottom chords to (ension are not fully braced betawly by properly applied rigid solin& thry should be braced at tna<iam n gmng of 10.00 o e. Connector plain shall be eeanabCtortd fmm 70 pop hot dipped phunis d ucel renting ASTM A 655. Grade 40. oNess otherwise shown. FABRICATION NOTES Prior to fabriation, the tabr l lor shall maw W s daring to suit)• that this diming is in coafomueece with the famommes plans and to realin a cantimdng tespomtbslily fro such siriflalsoa Any discrepancies are to be Pm in w,iLi g before cutting or fabrication. Plain shall not be installed oncr knaldes. knots or distorted gain. Mewuen shall be at rot light riming weed to wow boring. Connor plain slWl be located on bah foxes of the rum with nails fully Imbedded and shall be sym. about le jam unku otherwise down A its pater 5' wide < as long. A 6A pbte is 6' wide < a' long. Slots (holes) run parallel to the plate length specified Double cuts em web members dull mat at the amroid of the webs unless ahemiae s io n. =or Plate Biro are minimum seem bused on the forces shown and may need to be increased for amain handling andfor erction strewn This truss ism to be fabricated with rim m s dam united lumber oohs oshentin %boon. For addltlimal infomubon on QualhO Contra& refer to ANSVITI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be ralon t In aeardina wilb accepted Industry pabliallora Truro are to be laldled with particular car during bending and bundling. deli%vr) and installation to nvid damage. Temporary and permanent bracing fa holding trim in a straight and plumb position and fro resisting Lateral forces shall be desiped and installed by when Cardin handling Is essential and ermtim bracing is dnTT required. Norval precautionary action fa Imo mquirn Neh temporary brrctng during Inaalulion b wece trusses to nvid toppling ad domincing. The mp-nim of erection of trusses.hail be under the control of peruses experienced in the insulutron of trusses. Professional ad,iee dull be sough if needed. Coneenlrtion of construction lows grater than the design lows shall not be applied to txum at any lime. No lads aAa than the weight or the ermers shall be applied to trot® until alter all uuening W brcing is TC: 2x 4 SP N2 BC: 2x 4 SP M2 WB: 2x 4 SP N3 GBL: 2x 4 SP #3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcanea. L. and R. End verticals designed for wind WndLod per ASCE 7-02, CLC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 6.0 ft W= 6.0 ft Truss in END zone, TCDL- 0.0 paf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 64 0.06 A 8- 7 0 0.01 2- 3 64 0.07 A 7- 6 0 0.01 3- 4 64 0.07 A 6- 5 0 0.01 2-3-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcaaes have been considered in this design. This trues has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--46/64,2-3=-46/64,3-4=-46/64, HOT CHORD 8-7=0/0,7-6=0/0,6-5=0/0, Webs 8-1=-42/117,7-2=-88/242, 6-3=-99/272,5-4--34/93, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 4-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 ee 0.00 Long term deflection factor - 1.50 6-0-0 3x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 Joint Locationa- 1) 0- 0- 0 4) 6- 0- 0 1) 2- 0- 0 2) 2- 0- 0 5) 6- 0- 0 8) 0- 0- 0 3) 4- 0- 0 6) 4- 0- 0 Wind loads have been checked perpendicular to the face of the truss. In -Plant Quality Assurance with Can 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 64 64 -125 B Pin 5-10- 4 1 56 -64 -101 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 8- 1 117 0.12 C 6- 3 272 0.21 7- 2 242 0.21 C 5- 4 93 0.11 2-3-0 r• I Q 1 1 560 3.50" WARNING: READ ALL NOTES ON THIS SHEET. A COPY of THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Bracing sham on thrt dmpnng ssmereetronbac rig wind bracing portalbncrng or .imiurbacng nbich &.%span of the wilding deep and which cow be considered by the building desigrer. among sham is fa lalerol support of truss menben only to reduce buckling length. Precisions must be nude to anchor lateral bracing o1 ends and specified loalions determined by the building desilact. Addltitiml bracing wthe merall arundure nur be required (See HIB-91 4005 MARONDA WAY DOno%;ooSpecific W a sri719uconta[Ibunlmng lesigncr.(TrussIIotaInstime TPl Is waled .seta Sanford, FL. 32771 Component Enginmring by Truss Engineering Co. PA. gig Soundside Res Edomonk NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*005006e 367 Medallion L 6huluota, FL 72709 Scale = 0.4206 Eng Job: WO: ARLK Dwg: TI: V9 Dsgnr:TLY Chk: 8/5/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ARLK\ARLK\V9.prx CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 20 Subdivision: Celery Lakes PhAA Property Address: 145 Wheatfield Circle O 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part S). R c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. O h. Square footage table showing footages: Garages/Carports 375 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) 0 S.F. Conditioned structure 1877 S.F. Total (Gross Area) 2288 S.F. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. O 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final nthar15 DATE: January 11, 2007 SIGNATURE: By Owne uthorized Agent)