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Home My WebLink About148 Fairfield Dr 07-2051 New SFHPERMIT ADDRESS \ v G--r '. yd L_ SUBDIVISION CONTRACTOR _ _ PERMIT # © DATE Maronda Homes ADDRESS 1101 N Keller Rd., Ste F _ PERMIT DESCRIPTION Orlando, FL 32810 407-475-9112 _ PERMIT VALUATION 1 0 PHONE NUMBER_ CRC 058496 SQUARE FOOTAGE \ PROPERTY OWNER I -. ADDRESS l l Z« Q PHONE NUMBER `1 S JJ Pat% kc," C ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR City of Sanford Certificate of Occupancy ISSUED PARCEL NUMBER PROPERTY ADDRESS PROPERTY ZONING OWNER CONTRACTOR May 01, 2007 32.19.31.518-0000-0040 148 Wheatfield Cir R Maronda Homes Inc of Florida 955 Keller Rd Ste 1500 Altamonte Springs, FL 32714 Maronda Homes PERMIT NUMBER 06-471 DESCRIPTION OF WORK New Single Family -Detached CONSTRUCTION TYPE . VB OCCUPANCY USE GROUP. R3 OCCUPANT LOAD n/a SPECIAL CONDITIONS. n/a 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 n Building Official BP210U01 CITY OF'SANFORD 5/01/07 Application Miscellaneous Information Maintenance 14:36:30 Application number . . . . 06 00000471 Parcel Number . . . . . . 32.19.31.518-0000-0040 Address . . . . . . . . . 148 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 11/15/05 Y 1 STORY/2 BATH noc exp 9/15/06 HISB 2/07/07 02/07/08-last extention to be given HISB 2/13/07 Y UPDATED NOC, EXPIRES ON 12/20/07 HISB 4/24/07 Y FINAL F/S ON FILE HISB 4/30/07 Y co sign off: HISB 4/30/07 Y P&Z: MR 04.30.07 HISB 4/30/07 Y PW: MW 04.30.07 HISB 4/30/07 Y Util: RB 05.01.07 Bottom F3=Exit F6=Add F12=Cancel SMITH DRAFTING & SURVFYIN9 INC_ RYONA' 7l 13.0. Box 4518 " "''' DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 7344248 9 , 2007 To: City of Sanford, Florida; Building Department ': n c; 300North Park Avenue=r Sanford, Florida 32771 V Re: Lot Celery Lakes Phase IA; Plat Book 67,1'AgeS. and 99; Public Records of Seminole County, Florida. ';- .lrt., aka: /-4-8 W,11E4TF/Et0 Clec4E ; Shnford, Florida 32771 Deer 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. Respectfully; Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION .CERTIFICATE Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. OMB No. 166040008 Expires February 28.2009 SECTION A - PROPERTY INFORMATION For Insurance company utter Al. Building Owner's Name _ / _ - P011cy Urll. r A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Cofnpbny IC NUin r idC2 a-- Cit Stale ZIP Code A3. Property Description (Lot and Block'Numbers, Tax Parcel Number, Legal Description, etc.) LOT CEG E.Q Y LA/rES, AYA3 E A ' /D.AT Boarc 67 610e-5 . , ' SE 1/thL6 Al FZ•Q/O n A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.)caF/41Y S'acNr'p 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. A7. Building Diagram Number I_ A8. For a building with a crawl space or ehclosure(s), provide " A9. For bullding with an attached garage, provide: a) Square footage of crawl space or enclosure(s) A A sq }( a) Sere footage of attached garage Qf sq ry b) No. of permanent flood openings In the crawl space or b) No Ybf permanent flood openings In the attached garage enclosure(s) walls within 1.0 foot above adjacent grade : grade _Q_ 4 walls within 1.0 foot above adjacent c) Total net area of flood openings In A8.b sq In • - c) Total.net area of flood openings In A9.b Q_ sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRIII) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. state Girt off' An/FOQO /ZOZ99'• _ -'!/NO CouNTY FG0 2/OA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Eievation(s) (cone IDaleEffective/Revised Date Zone(s) AO, use base flood depth) 2//7C006S `E 1AAt- /7, /9 95 AP,Q/ / 7 /9 95 ' '`/ A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth an In Item B9. FIS Profile [IFIRM Community Determined Other (Describe)• B11. Indicate elevation dahim used for BFE In Item B9: ® NGVD 1929 . NAVD 1988 Other (Describe) B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®No Designation Date 66- CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' Building Under,Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V11430, V (with BFE), AR, AR/A; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified In Item A7. Benchmark Utilized SQL Vertical Datum nr6vvr.:iZJ Al Conversion/Comments Y/,q_ he the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_"(® feel meters (Puerto Rico only) b) Top of the next higher floor 4 _ feet meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) D feet meters (Puerto Rico only) d) Attached garage (lop of slab) Z/- 56 feet meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the bulldLng Z/ . 6 5 feet meters (Puerto Rico only) Describe type of equipment In Comments) (NC CA..roojrAX0R 0 Lowest adjacent (finished) grade (LAG) 2 /. / feet meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) Z 1. 5 feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT. CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the information on this Certificate represents my best efforts to Interpret the data available. I understand that any false statement may be punishable by line or Imprisonment under 18 U. S. Code. Section 1001. Check here if comments are provided on back of form Company PLACE. EAL 11.F_RI- FFMA Form R1-11, F•ehninry ?nnr, See reverse sine for r:onlinriation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Sectlon A. o,.'. For Insurance Company use: Building Street Address (including Apt.. Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. r .::; Policy Number City Slate ZIP Code Company NAIC Number G 02/OA 30771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (t) 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 ]_ones AO and A (without BFE), complete Items E t-E5. If the Certificate Is Intended to support a LOMA or LOMR-F request, complete Sections A. R, and C. For Items Et-E4, use natural grade. If available. Check the measurement used. In Puerto Rico•onty, enter meters. El. 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 fee(. meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or endosure) 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 feel 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 noodplain managemeld ordinance? Yea 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 aulhoriied representative who completes Sections A. B. and E for Zone A (without a FEMA-Issued or community -Issued BFI :) 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 Dale Telephone Comments Check here if attachment! SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplaln management ordinance can complete Sections A. B, C (or E), and G of this Elevation Certificate. Complete the applicable Rem(s) and.sign below. Check the measurement used In Items G8. and G9. GI. The Information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who Is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data In the Comments area below.) G2. A community official completed Section E for a building located InZone A (without a FEMA-Issued or communitjr-Issued BFE) or Zone AO. G3. Cl The following Information (Items G4.-G9.) Is provVed for community floodplaln management purposes. G4. Permit Number G5. Date Permit Issued I G8. Date Certificate Of Compliance/Occupancy Issued y G7. This permit has been Issued for. New Constroction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _0 feet meters (PR) Datum G9. BFE or (In Zone AO) depth of flooding at the building she: feet meters (PR) Datum Local Official's Name • Title Community Name Telephone Signature Date Comments Check here If atlachmerrls FEMA Form 81-31. February 2006 Replaces all previous editions Permit #: 0 Job Address: LA l Description of Work: _ Historic District: CITY OF SANFORD PERMIT APPLICATION q 1/j I _ Date: Zoning: Value of Work: Permit Type: Building Electrical Y Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service —# of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential —y— 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 --y— Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: -, — \ `'` — 5 1 — - 1) 1 -6 Owners Name & Address: M f= f c)N Contractor Name & Address: iIkc:., N A\r Phone & Fax: -kv, Bonding Company: Address: Mortgage Leader: Address: Architect/Engineer: Address: Contact Person: Attach Proof of Ownership & Legal Description) Phone: State License Number: 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, RATERS, 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 this county, and there may be additional permits required from other governmental entities such as water management distric: 3 sta Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS. 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: in the public records of ties, or federal agencies. Date P - t Contractor/Agent's Name Ltrd tgnature o 9, o -State of da Date Contractor/Agent is _ Personally Known to Me or Produced ID Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) 2007Ak?R;'02/"MON 0 -1 % PM P. 0 2 00, 1V aronda 5ystems MARO"A SYSTEMS Date: To: 40M Maronda Way April 02, 2007 Building Department From: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida # 50158 Subject= CL00403n,R0AK3'Left Wheatfield Sanford, FL $2771 (407) 3p -OM Par (407) 3,11.3913 Issue: Truss ID-. MHS 1 missing bearing point. Field repair required by John Fessia was to use SUH26. Discussion: SUH26 has a gravity bearing capacity of 1095# SUH26 has an uplift capacity of-725#. Loads for MHS1 are 807# gravity and an uplift load 'of -616# Resolution: The substitution is acceptable. If you have any questions, please feel free to call 407-321-0064. Sincerely, Ox.grx- Elmer W. Bergman, P.E. Date: 04/02/07 EWB/ds R BER,+.,, V EMsc.,ti No.50158 t o STATE OF i - 01' Is LEMar onda Systems MARONDA SYSTEMS Date: To: 4005 Maronda Way April 02, 2007 Building Department From: Maronda Systems Elmer W. Bergman Professional Engineer State - of Florida_# 50158_ Subject: 148 Wheatfield Circle Lot 4-3, ORN-6CL 6CL00403, ROAK3 Left Sanford FL 32771 ( 407) 321.0064 Far (407) 321.3913 REVISION PERMIT: OG- 4? i Issue: Truss ID: MHS1 missing bearing point. Field repair required by John Fessia was to use SUH26. Discussion: SUH26 has a gravity bearing capacity of 1095# SUH26 has an uplift capacity of-725#. Loads for MHS 1 are 807# gravity and an uplift load of -616# Resolution: The substitution is acceptable. If you -have any questions, please feel free to call 407-321-0064. Si6cerel'y, Elmer W.- Bergr:ian, P.E. Date: 04/.02/07 EWB/ds ENs; :9 y No. 50158 0STATE OF Q o,,,s' : O R 1o'' " : 11111" 11111MOON PLANS REVIEWED CITY OF SANFORD National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 INTERNATIONAL Phone:7031931-2187 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-CARES TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturers published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus((!nisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARES 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. rage 1 v1 c Re 3ort 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/WPI1504, 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 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 on 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- 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 Coder"', and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 4 Subdivision: CELERY LAKES PH.1A Property Address: 148 WHEATFIELD CIR x 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: x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 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). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x 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 378 S.F. Porch(s)/Entry(s) 21 S.F. x 3. x 4. TO FOLLOW N/A 5. N/A N/A N/A x 6. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 12 13 14 15 DATE: Patio(s) S.F. Conditioned structure 1,493 S.F. Total (Gross Area) 1,892S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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 Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other UL 1 & 6%O' SIGNATURE: d I gay O ner or uthorized Agent) City of Sanford "The Friendly City" Application for EnginE ering Permit r.. This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: Check One: _ Right-n• Way Utilization Lam' Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNER(S)/APPLICANT: APPLICANT NAME: RUSSELL KEITH SUMMERS FIRM: MARONDA HOMES INC., OF FLORIDA ADDRESS: 955 KELLER RD. STE. 1500 — ALTAMONTE SPRfNGS, FL 32714Date: PHONE: 407475-9112 FAX: 407-475-9115 1. PROJECT LOCATION OR ADDRESS: 2. TITLE OF APPROVED DEVELOPMENT PLANS: — APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 4. PROPOSED ACTIVITY: rr . Driveway Installation 111 Aerial Installation Underground Utilities Ell Bore and Jack Open Cutting of Roadway L_ Sidewalk Installation L_J Other 5. SPECIFIC DESCRIPTION: 6. EXCAVATION INFORMATION. Total Length ---- (Feet) Number of Open Roadway Cuts — 7. AERIAL INFORMATION: Length -- (Feet) Number of Poles ---- (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT. TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS. COST. -DAMAGE, OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS. UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY. THE PERMITTEE SHALL REMOVE AND/ OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION ' 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 DEC 1 8 2006 ApplicantSignatureDate: OFFICIAL USE'ONLY Application• No:; _ Fee: _ —_ Date: Reviewed: Public Works _ _. DATE: Utilities _.-------,_--•-----.—_-- DATE: --- Approved: Engineering DATE:_— Eng_ Wmt.pdf LAarondaHomes AN EASILY OBSERVABLE BETTER VAWEI 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 4, 148 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. RUSS &_L E H S MERS, CRC058496 MARONDA H ME , INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this DEC 1 8 2006 RUSSELL KEITH SUMMERS who is personally known to me. JEANi INE FULLERTON Commf! DD0460461 i '_ .,.ts8/10/2009 Boni t,vu (800)432-4254: 3.............................. ............Y by Legend of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Brg. Bearing FIM : Field Measured P.C.P. : Permanent Control Point P.T. :'Point of TangerwyCenterlineCelc. Calculated Fnd. Found P.1. Point of Intersection R : Radius Right-of-way Line C.B. Concrete Block Gott.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered land Surveyor Overhead Utility Line Ch. : Chord L.B. Licensed Business P.O.B. : Point of BeglrWng RNy Rlghtol•way Easement Line Conc.: Concrete O.R. : Oflkial Records P.O.C. : Point of Commencement Sec. Section A Central Angie Const : Construction Pav'L Pavement P.R.C. Point of Reverse Curve S/T. Septic Tank ARC Arc Length Us Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C.: Pout of Compound Curve P.S.I. Point of Street Intersection W/ : With Boundary Survey; 40SAX210M A094riE 5 a If i4C CO.ato' A oW fit Fysm — - — C' Tioit, 8„¢icir uJ.u.c. t I Fs sD. I CO. 010' iwr04 pim PLS c.9.o 2.994- S cAP24?4' j$ ,., p oirviavcE I • ON v a N OFFICE pLj pat u ' 0 S REVIEWED u ISQIT OF SANFORD Z z l 5 138. ro 13All QD602921E I al o V 0T i 3 13iC' i u U C U \ r I • OILI I% _ a u S Irr r- o' vri.rY s" I p• ' s' L— w/, s'c+Pz.ly- _ _ ` ' 60. od' r/ FiQio :Y,s .w 1 4 roo' 1, `= ire =' •:r=}%i-;.,:: x; ...-.. .-. ._ ;,:.. c. - 'ice - - y;' w.:•. tvlia•-.:,r:{.•t s+ ..•> f.. ?.. . 6t".. 96. Sig " • `" ..- 60:ot`o' Pusi F.o : ..— Z oo' %'° F..• tD Na-t ..:.^ ,1/.vit:_ ..,%^;.,:,•:;.::. - :.s..Fj••so.',cie1• ,.. . . Pc, P' .e r A T. 1 37.39: :I//EATF/E O C/.PGLE 37_51eo So' iew ' 24-"/lsPHilLT /i!'T. 2'.oatc.CurnfSc, P. GP.'ATP.S.I. 0T/ O/ LoT 4 ; CEY Z-, 9, 4 rEs V,-9.sE /A 0.9 e`OeOIA14 T 1A, vLAT BOOK / G',9GE5 Aa/O .e.6=,Z QS OF .S M/.t/OLE oLWTY, /i' GHQ/LEI. CERTIFIED TO: / fQ j I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief; and that [his survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17.6. Florida Administrative Code, pursuant to Section 472.027, Florida Statules. j SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL 386) 734- 7047 (386) 789-2855 Sl ey E. Smith gislered Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: sE s//J/TN REVISIONS: CREW CHIEF: M SCALE: /.,i= ZOi Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. DATE:. i lEe1.e /.9 ZOOS WO B 9 - 05 Y FORM 60OA-2004R EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTIO Florida Department of Community Affairs CIFFICE Residential Whole Building Performance Method A r PROJECT NAME: ROAK32B 4CL ADDRESS: 148 WHEATFIELD CIRCLE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES 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 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1493 ft' _ 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) .114.0 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 114.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 934.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 188.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1617.0 ft' b. N/A c. N/A 11. ' Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 150.0 ft b. N/A Builder: MARONDA HOMES Permitting Office: Permit Number: Jurisdiction Number: . 12. Cooling systems a. Central Unit p Cap: 28.4 kBudhr _ b. N/A ) LAN S R EV I E .00 - c. N/A PITY OF SANFORD 13. Heating systems a. Electric Heat Pump Cap: 28.4 kBtu/hr _ HSPF: 8.10 . b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 18711 PASSTotalbasepoints: 19357 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: I J DATE: DEC 18 200 I hereby certify that this building, as signed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: DEC 1 8 2009 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: Cap: 50.0 gallons _ EF: 0.93 PT, _ yO THE STgT D.o fti5 V 1 Predominant glass type. For actual glass type and areas, see Summer 8 Winter Glass output on pages 284. EnergyGauge® (Version: FLRCSB v4.5) FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 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 1493.0 24.35 6544.0 1.Single, Clear E 1.0 3.0 5.0 63.97 0.85 273.0 2.Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.0 3.Single, Clear E 1.0 9.0 40.0 63.97 0.99 2542.0 4.Single, Clear S 1.0 6.0 16.0 48.22 0.95 730.0 5.Single, Clear W 4.0 3.0 5.0 57.68 0.48 139.0 6.Single, Clear N 1.0 6.0 16.0 30.19 0.98 471.0 7.Single, Clear W 1.0 6.0 16.0 57.68 0.97 895.0 As -Built Total: 114.0 6043.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 188.0 0.70 131.6 1. Concrete, Int Insul, Exterior 4.1 934.0 1.18 1102.1 Exterior 934.0 1.90 1774.6 2. Frame, Steel, Adjacent 11.0 188.0 1.00 188.0 Base Total: 1122.0 1906.2 As -Built Total: 1122.0 1290.1 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 1.Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 2.Adjacent Wood 17.0 2.40 40.8 3.Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1493.0 2.13 3180.1 1. Under Attic 19.0 1617.0 2.82 X 1.00 4559.9 Base Total: 1493.0 3180.1 As -Built Total: 1617.0 4559.9 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 162.0(p) 31.8 5151.6 1. Slab -On -Grade Edge Insulation 0.0 162.0(p 31.90 5167.8 Raised 0.0 0.00 0.0 Base Total: 5151.6 As -Built Total: 162.0 5167.8 INFILTRATION Area X BSPM Points Area X SPM = Points 1493.0 14.31 21364.8 1 1493.0 14.31 21364.8 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: 28062.7 Summer As -Built Points: 28322.9 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 28400btuh ,SEER/EFF(13.0) Ducts: Unc(S),Con(R),Gar(AH),R6.0(INS) 28323 1.00 1.08 x 1.150 x 0.95) 0.260 0.950 8246.6 28062.7 0.3250 9120.4 28322.9 1.00 1.179 0.260 0.950 8246.6 EnergyGaugeT" DCA Form 60OA-2004R EnergyGauge®/FIaRES'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 1493.0 9.11 2448.0 1.Single, Clear E 1.0 3.0 5.0 12.37 1.03 63.0 2.Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.0 3.Single, Clear E 1.0 9.0 40.0 12.37 1.00 496.0 4.Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.0 5.Single, Clear W 4.0 3.0 5.0 13.25 1.10 72.0 6.Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.0 7.Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.0 As -Built Total: 114.0 1441.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 188.0 1.80 338.4 1. Concrete, Int Insul, Exterior 4.1 934.0 3.31 3086.9 Exterior 934.0 2.00 1868.0 2. Frame, Steel, Adjacent 11.0 188.0 2.60 488.8 Base Total: 1122.0 2206.4 As -Built Total: 1122.0 3575.7 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 1.Exterior Insulated 20.0 • 5.10 102.0 Exterior 40.0 5.10 204.0 2.Adjacent Wood 17.0 5.90 100.3 3.Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1493.0 0.64 955.5 1. Under Attic 19.0 1617.0 0.87 X 1.00 1406.8 Base Total: 1493.0 955.5 As -Built Total: 1617.0 1406.8 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 162.0(p) 1.9 307.8 1. Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0 Raised 0.0 0.00 0.0 Base Total: 307.8 As -Built Total: 162.0 405.0 INFILTRATION Area X BWPM Points Area X WPM = Points 1493.0 0.28 418.0 1493.0 -0.28 418.0 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 I ADDRESS: , , , PERMIT #: I BASE AS -BUILT Winter Base Points: 5156.1 Winter As -Built Points: 6714.7 Total Winter X System = Heating Total . X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Electric Heat Pump 28400 btuh ,EFF(8.1) Ducts: Unc(S),Con(R),Gar(AH),R6.0 6714.7 1.000 1.068 x 1.160 x 0.95)0.421 0.950 3163.4 5156.1 0.5540 2856.5 6714.7 1.00 1.177 0.421 0.950 3163.4 EnergyGauge) DCA Form 60OA-2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2460.00 7380.0 50.0 0.93 3 1.00 2433.55 1.00 7300.6 As -Built Total: 7300.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 9120 2856 7380 19357 r 8247 3163 7301 18711 PASS p1 - fHE ST,7 f D EnergyGauge) DCA Form 60OA-2004R EnergyGauge@)/FIaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area* .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding 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 efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. 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, , , , I. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1493 ft' _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 114.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 114.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 934.0 ft' b. Frame, Steel, Adjacent R=11.0, 188.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1617.0 ft' _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage 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 b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code com liant features. DEC 18 2006 Builder Signature: Date: Address of New Home: ""` City/FL Zip: Cap: 28.4 kBtu/hr _ SEER: 13.00 Cap: 28.4 kBtu/hr _ HSPF: 8.10 Cap: 50.0 gallons _ EF: 0.93 PT, _ y yOF -(tiE STq O flu, DD w,e 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 EnergyStarr"designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. KnergyGaugeO (Version: FLRC9 v4.5) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PI. Chuluota, FI. 32766 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 148 6CL00403 4-3 WHEATFIELD ORO-8CL ROAK3 LEFT ROANOKE K 3 Fax (407) 321-3913 FL PE # 50068, CIR OFFICEThisstructurewasdesignedinaccordancewith, 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 Rev wed Truss ID Run Date Drawing Reviewed No. of Eng. 40 Dwgs: Layout 8-27-06 Roof Loads- V 7-27-05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 7-27-05 CFGRD1 8-26-06 F1 8-26-06 G1 8-26-06 Total 43.0 psf HS1 8-26-06 HS2 8-26-06 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" HS3 8-26-06 HS4 8-26-06 HS5 8-26-06 REVIEWED SIAN FO R D HSGRDI 8-26-06 HSGRD2 8-26-06 J S 1 8-26-06 JS2 8-26-06 JS3 8-26-06 JS4 8-26-06 JSGRDI 8-26-06 JMHS12 8-26-06 MHS2 8-26-06 MHS3 8-26-06 MHSGRDI 8-26-06 MS1 8-26-06 ST1 8-26-06 ST1A 8-26-06 T1 8-26-06 T1 S 8-26-06 T1SA 8-26-06 V1 8-26-06 V2 8-26-06 V20 8-26-06 INV # DESC QNTY DATE: NuV 2 9 Nuo V21 8-26-06 18331 THD26 V3 8-26-06 18330 THD28 V30 8-26-06 18360 SKH26R V4 8-26-06 18361 SKH26L V5 8-26-06 18363 JUS26 20 V6 8-26-06 18370 THJ26 V7 8-26-06 18336 THDH28-3 1 SEAT PLATES 1 103 i 38-0 Me F F —1 F -r I F T —1 F F T cn J AT J J 1 o ai W cznN cn cn cn J N S26 o cn RS cn cn cn cn rn N N G7 o i is? JS1 JSI1 HSGRDI -4 PLY HS5 i i VOLUME CEILING 12 HS4 I a HS3 I HS2 12 HS1 1¢ / 6 12 HS2 \ 6 HS3 / \ HS4 V1I 8'-0" C ILING Vs HS5 V2 a Tr HSGRD2-4PLY RAISE HANGER T Vn 18-9 THOH28-3 HANGER---v ST1 T V4 N b o D SPACE MHS1 o N ST1T1SAg \ N ST1 \ ODD SPACE TlSAJ 11'-0' FILING O ST1A T1S ST1AT1SI 1 PAeE- I— — — ST1 G-GABLE — — — I 64 12418'-0"CEILING T1 12 T1 I 12 I I C JZS (oL5L1da eym-- JOB NUMBER:ROAK3 6 I \ T1 6 T1 CUSTOMER: REVERSED T1 JOB NAME: ROANOKE K 3 I I DRAWN BY: fly DATE: 8-27-06 J PITCH- 4/12 8 6/12 O.H.:1-6" 8 V-0" G1=GABLE — — . — — BEARING: 8" LOADING: 43psi 1 a-4 `/ Nov 2 9 2006 HIB-9.1, Summary Sheet COMMENTARY and RECOMMENDATMIS for HANDLING, 1,NSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES the co ibilr Is I' tellerfbuild i'b rildinocontractar.licensedcontractor. tr a ctoror ctro c nfractorf toorooerl re ery mload store handle. install and race meter rora .,.,.,ArrAr wood iru^ses to orpt ct life end orooenv. The installer nust exercise the same high degree of safety awareness as with any other structural naterial.TPI does not intend these recommendations to be interpreted as superior o the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof ortloor. These recommendations areea „nnn them rnilective experience of leading technical personnel in the wood L R' es a.brinifiiia:nISIM-1al mw, m; h uniionar+ rlr 1 1§471 kSL+utastf ft em a? El IrPel r,s11tie.x nan a, aru snibEsna ecndlrlonT' r1tF'VF.u11E11'' , . L'S7V4. t E 71era Iure d marvcln 13flo,ns;cnLl itrEsl lrtn f5++r A& HRi Wt'hY{+s4r,11«,.s;vu+,u't In• ama atotsrrucfwr•.es;: TRUSS PLATE INSTITUTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 537. 19 608)833-5900 - truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss 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 O 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. u~iiCAU PJDt i tt/1IlEei i ac gpora,yingtbodfc=.tSffno'Ie'ss rF;iC• ii.,K}•giV ^.+_n"r7OR=Ms +::•.lr+t; ._ rwl'r°-i ::." 'vri-:..::: r,...:....f.. c. •:: t ;,z iian- 2it4 .>3rad esrrsaT ced fumber..iA'Ilseonliecf[ions r•;?If' v %;,w .n u....:ry::...T.i:r; 96; ...:.'rY r't?•:`$ ,, ,,!.,fir-;,r.: ,•.•..-rim.. Y,...,:... _r.... y s ouldlbe, ade.~wiih salnimum nf:?'96a:ma Is::All' Ijl >:•%U i.....-,: l:lil'S'J:''i'u^'.....n,e,vt.:...-..".r,+,.-t...w;::u!' µ:; . rH/r ssesassurtriei 2.r`niaenter.DYlessi:2l;flsntaliti:piy_ f'w A+ GIi''ir+'i,T'-.''•'q^- 7: 0.d;:''1:::'M f-."1:.:r-• ;":.:Ifh..; .... 1en..r.;••, ., li r R,; t " sirussEs:strnuld bec onne te8::fogefiiie inwaccor l klancpiwitiaecl°synlraw ns pr.io'r'.ie:instalEaiion: `= 7TORAGE cusses 61il k cfrbe'i . nsr v9"i r.ratna?reun- esawffiEbmoozause rr a i' iiYi•tij%, gp N„a-.c.{C.. 1: 7'• ••''<..-::h-:_..:;,.: stx + +"-TiA,`L7iIDi°!% a+tt usses.s;4 red:are'r6icaf::s'n uli3bE' ai ti;•f..,,;, r...'u: wsivraa3av+ . .. r.t+ :u •: :.y. A.4'..;,s;ui:. ,: pP•''•d h t i•... ti y T /BAfl 'lIn .F.Y[( In°. i; 1, Ebrac-eel topnt rPP - P,P 9,.'..t r n•' 1!:•.!;E9Fi%jhiipi` f..^7.1'i[iIr'+:•.i;.•'rr "7i'7.'!4 C?7foRr]X1:ti::i1?x.+F'1:4L%.I1, r`Y.:,;a•I r.;.•y : i %):! x It"A1 tER-1 r 4f • •+V'aC , r, r:•HIY."+.,• . ,,,.• ,...,, y •.;•-4rv:.' :.r n. ;( p""` - MMA,SLflTa ra leorig;ttanless• yi'4dR+{b,!' LT; "$, ""{; 'ih'nT•x'lCLlN?: pr"i1j, -pa" gt u. -^Sr yc,...}•:.:i ro,nEr 56r a ce d?tDosnafilbrsal<il•Dar-cEsturiti [i lua a les rr,•;.,.,.. are.m+.aK'•-+ 4,++ nw. m.rAao.s3r•?rr;,gh,7.r.,.iw:F';:;l:z,,; 1=E,, iidlrn:a5`„ 3fWITDTi12D73i3jePDSIZIOn" r%y Ayr Y"' JIw. WL171YT.'"ir^•IiCiJliY4frR1^I,.:': L':' IYIL'l'N '•_T• y t•• yrD r2 tt+aVa7,alkltag: omitilussesly,nlcfjaretivl>a;f ate dC:s 'tGu7G1 4y"'1,: VS%crAP7'l"u1Hror%I,IS+'l:r:EMIR:^.!:_f•':.c.ixVSi1:1'.?n:... .ryd 4 a.... i_JS]13 acan eT 0135waf,1'OL'S'n Ll(P Dn'.'SLrit.fil l.+ 11'+N ne•.'p. +. `' lryr;.+`yr ttii +4H.w...xriC rr1 e 1 ag ine 7 so- \ or less JApproximately Approximately Tag truss length 'A truss length Line Truss spans less then 30'• Spreader Bar Toe In To In Approximately V, to 'h truss len 2g_h Less than or equal to 60' Spreader Bar Toe In -3 c Approximately 1A to t/Li u.r length Less than or equal to 60' IY 11A 1":`v ir.. , EM:1 i(#' I n Muss, wa#'h'ans civP( WOO' ~ u91ti}ltiu(" ro, r!?"r MEG-i'ANICMO Af Lifting devices should be connected to the truss top chord -with a closed -loop attachment utilizing materiels such as slings, chains, cables, nylon strapping,' etc. of sufficient strength to carry the weight of the truss. Each truss should be set In proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- racy bracing is installed. strongback/ Spreader Bar Aporoximately i r y3 to '/i truss length Greater than-60' Tag. / Line Tag Line Strongbacic/ Spreader Bar / 10' 10' Toe In At or above r ' 'w / mid:height " : Approximately I r' '/ i to 311 truss length Tag Tag Greaterihan 60' Line Line w[ti.'yS.. «,u:!lYfN•S Nanu+.+_-r,.... ___-____ - _ _ _ _ __ Mr TA f.'r •:,, ..ii ,.u.avum'Jr b'• MOM A.l..•gM T/..r.. `.r ..•."I iyn.w.. ••.N,ue:. , .. GR.C.0 PtlD'•BRACI i G'•3 l1I L DI G•:fP TEF3l0•R.'G•F QU.N•D B.R.C I I•G:'®U.IL"D1 P-t EX.o EAIOR GB To Chord TYpieal uerlical End w.111? t:y,, `y Di P Rr. + 1 ob.ehmenl Plan aLB7 1A9f yap v v.;^•r. Blochinp Ground brave •% av 4 •.t4''0 y ;' , c , • r !' `' I 1 around Bre S` ...,;f -. ter: • , I •'' verlical (GBV) =enard, ' aBvTo :Q'+ i:: i•"r:.. _^.•', t.• _' h •.cr • ••. Vcrl.ulo (GBV) ' mac• .fir ff Ground brace IJyf ' ^ f •, ••7, . fi c'r«f ''/•'' •: + diegonelo (GBD) dr:lruoatdllbrneb'd Ground brarx r 4 rl.Fw i RiGETr1't7ilif IxRll ! `\ A t `. , vertical (GBVI P ..1 n_ ,'!'{ .- _•./('' 1';'lir•l^lx%:6 oe Note: 2nd deauiie tfft floor Backup ground stake Driven around otakaa l StruISM ' fir Typical horizontal lie member with muklpieatakea (HT) 9ruaa of br. cup of truce EB) game 2 k Df - Douglas Fir -Larch HF - Hem -Fir 12 A or greeter 1 Sp . Southern Pine SPF - Spruce -Pine -Fir Dver 32' - 48' 4/12 6' Over 48' - 60' 4/12 5' Over 60' See a registered prc DF - 0 uglas Fir -Larch HF - Hem -Fir C 0 15 7 net engineer Sp - Southern Pine SPF . Spruce -Pine -Fir E?.PfTCHcD'; TRl'JSD Top ehardo that are laterally braced can bucttle togetherand cuuaecoltaeoe M there to no dtago- nal bracing. Diagonal bracing ohould be nailed to the unde raid act the lop chord when purlins ro anachad to the tooalde of the top chord. 77 3C: TI RL"'sS' Frame 3 4 or greater 3ottor at eac spacing as Top Cncrree HORD OTTO •CHORDyy DI iGOt,I`A BFi4'CE ALB•I3L1C' SPACINGbS' 20 15 10 7 6 4 professional engineer fl =r' - ZUUMUI n r1110 SPF - spruce -Pins -Fir All lateral braces lapped at least 2 trusses. TT.DiIlI CHORD"PLA'f lE: Cross bracing repeated at each end of the building and at 20' Intervals. M I' FIX t! Ml V E P. T e MAW, DR WS, T Ul ' 01A'EtNli, y"1411• C Up to 32' 30a 16 10 Over 32'-48 42" 6 4 Over 48' - 60 48" 5- 4 2 Over6O' See registered Drofes&ional engineer DF - Do6gias Fir -Larch SP -'Southern Pine' HF - Hem -Fir SPF - Spruce -Pine -Fir The end diagonal brace for cantlievered trusses must be placed on vertical webs in line with the support. A: 2ECE!L5 annaRD RPM lop chords that are laterally braced as n hue k I a tog ether and cause collapse If there is no dtago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlina are attached to the topolds of the top chord. Efid diagonals are e'sf Eiit]ICfd stability and must be dupl"T-Tr bolh-ands of the truss system. 14 L-:CHORD'7;RU_ :-T0P-.G'HQRD3: RAL-L- 4?c2:RA ....... T a p chords I hot are laterally bra and can buckle together and cause collapse It there iffno dingo- not bracing. Diaganalb—Ing should be nulled to ilia underside of the top chord when purlino oft.ch.d is the top.ide of the top chord. rrame 5 Continuous Top Chord Lateral Brace Required T 10* or Greater Attachment Required - 20,ma es, S :- 0. 3 02, PFINF O-C. L 30" or greater Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required I russes must have lurn, bar oriented in the hori- zontal direction to use this brace spacing. VTGwPC0ltNALRAC9pi79 IIF e , I II ,-- LfAT04U,BAC8 PAEING(26SPq'N. . 1P MR g 1, PJDF4Ir-SI?FHFvj Up to 24 . .......... 3/12 4 1712 over 24 - 7i-F 3/12 7' 10 I Over 42' - 54' 3/12 1 6. Over 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine FIF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal. brace also required on end verticals. Tap cliorda thatarn Inte-11V h—ond can buckle ri i.ftti-— rand ne-110PI- 11theral.nodiago- nnI bruci o g. ningtinalbrocinonnotildbatiniled to 1h. 1,nd.r.1cle of the top chard when purline re tIecl,ad to the topsideof the tap chord. I. JvI0ND'TRU_§., WARUNG: Falfigre't diba6WI i7Tfe ed --cammen, aa.'?itifit cd atfW -r6iWlfl h s.Vere-p. er-soptil-, iffij&- - ar tfm-T*g*'d-d"'4p'rIY r-Ir.:orbuIldkng!ffI, tt-;tzt--AT I C . ) N .-TDLERA19 b I E - W- 14 PLUMB TrussDepthD( in) 01 Ifv 12" 1/ 4" V 24" 1/2" 2' 3/4" 1 3- 36" 48" V, 4- 601, 1-114" 51 72" 1-1/ 2" G, 841i 1-3/ 4" 7- 96" 2" 81 9. Lesser of D, 150 or 2" Maximum Plumb Misplacement Line OUT - OF -PLUMB INSTALLATION TOLERANCES L i .. T 1/j, L( in) r AM Sol. 114 4. 2 I Sir' 3/ 4" 12. 51 Length L(in) Lesser of L/ 200 or 2" 12 3 or greEner 60 N., All lateral braces lapped at least 2. trusses. Continuous Top Chord Lateral Broce Required 10' or Greatei Attachment Required BOW L( in) Lesser of L1200 or 2" 200 I v 11 GX 250" I 1 - 114" 120.8- 300" I 1- 1/2" 125.0- OUT-OF-PLANE INSTALLATION TOLERANCES. Frame 6 Ma*ronc%a 5 3uR0NDA b'Y5 lfg 4005 3fcrondn Way Date: Marcb 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce . Professional Engineer State of Florida #0050068 Subject: 'Galley Trusses hems 6cnturd, FL 32771 (407) 301.0064 F= (407) 321.3913 All valICYQtrusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package si ned and sealed by the engineer of rezord. The connections All criteria of the valley trusses are noenoted noted on the a s. on thestructural•info sheet of 6c p general sheet If you have any questions pl;ase feel free to can at 407-321-0064. Feref`, T4' po ce, F.E. Datc: tntfIlIjI,, i No. OOMDO^ S _ o STATE O ORID kr g PS, ....... Get` `` ESIGN UNIFORMAnoN I ble desp is 16 0 ledic.dd balidlel to-.. n wed I. b,m b.sd oo hdmtmtmv pro.ldd br Ibe dlml rbe pa daddos mI acg-d " 16 a—, n . n of Ikahy.c 6scraQt 6n—.d.. w dfi..6— d.sipc f -is* d totractd. de,tpu by the ding a:d and der eeeom a :eea.e.y erdh 6rumalm u It mat relate to . spai6c project and accepts on gmutbl lry en eavdbo on, mmol . ith rca.d to hbk.ti... bod6g, d 4-- a.d b-d dio..I erase, Thb ma has bm dvpd a e ItdiAbd b.nd.1 codtp oml 6.c md. with ANSOTrI w"3 and NDS-f 1 to be bvn.pvntd a Fw .f de W'&1 dcdp by . B.Ildiog Dcsipm (tcpstmod z dJIcd m Ptormlaod wbm,e,lcwd O. qV" d by the b.tldro' g dndpv. the drpp k.d6p !beer m.9 be chekd to be are ma de dim din.... 6 epsysr wing me locd b.ibling mad; laid clbnadc rvmrtb fv AM m mow k.ds, pvjecs.Pdfk.d..a w 'pod" spplld tear (dam tbooa bra ha mr beat dmpd rot n 11. r .repay I..d. The chip asamo e..p.sia. dn.dc (mp r bover) .e md;maay b..cd by abuth6g dim othv.iee spec.Rrd. Mho. b.tm.t cbnd, 6..e::e..e . 1 IWIy braid hfaell/ b a prop.ly •pplid 610d c.il6t. Oq A—M be b—od A . muhv.m sp.ehg of IP-P ore Co®am. plate dnB be to—ru rd Rem 10 Pep bvl dppd pi.dkd Aid aceam/ ASTM A dxl. O.da AM ulm odv.ise theca FADIUCATION NOTES . Pa.r m fabic.11o. de fabric.. dun ..,iew ads d.awbg to .miry Ibrt this th.nhtg b In moibrm-e -bb pthe nbrk.we. pl— end m m.A. a .eat. 617rmpomibnitrft. secb .writ .do. Any disup—lm ere jib m he pm 1n wd&Z bane d.tbg m obric.dvn Mate, 1: dull eat he 6stalld o•v tmthoIm knob r ds.td gulA Mtrohcrs shau he ct4 fm OlM nNng wood to woad b. erinl. Co.uvum plrto dun be kc.td w bed 0— ar 11, bw wing m!b fray bbddd mtd shdl be "m triad li th.Jokr .de,. etha+ise abv.ti A7.4ldcteb!•.idc. t: 4- loot, A 6.1 p1.te if 6- wide .1' hmg. Sktf (holm) rm pe.dld to the plate lmgth specified. Do -We nu on eb m®ben d a0 meet at the embvid 0 the war .dim erwothise'bo_ Condom pine siaf .e m61m m slm hued od me finees shawo cad m.T oed 1. be 1 heemd (ter certain baadmg mdrm axtios svmn a1 This bra b om to be nbriutd with fire rdadam bw i Iombv Am.thawim dmwa Foy addilimal mnomadm era quNly Catow nfm to ANSIMI I-IM PRECAUTIONARY NOTES All bnebg .ad mecdon .ecommmdadood oe m e Iblkwd 6 am.d—.I b *H..dbg, ha.11ing d, rack! : ION -at. T.eao.. m be b..dd with p.nlolu ore dmrng ba.dby ..d b..Nvg, ddhay end 6Aallatb.k..oiddm.je. Tempr.yr.dpe.mae>r b rcmg b Mdog traam 6 . mdgbr a.d rr..b P.vda. and a. edaial Inmd Ibre. rb.D be dolipd and bdWld by oth— C.dd haadlmi b mode cad crsako hrdng b dx.1f ,cgdred. Nrn.l prmedo.ta.y gedm rb e.ae, uephes s.eb.tmpar.y b..i/ dr61 bdWI.doe bd.— o- on ..oid mppli g end dom6u6g. Thempa.uieo of veering.!trtao shaD Ie dm the came of pmnm upmineed In me ksW latter of beau. rnfmioed d.6e thou be scald U rvadml Ce.tmmndon of mmllmilov Imes pulm than dim desip loads dal tag be aWld In memo d im tldoe No Imes omm mm me rdgt of the mecmn sbdl be ppnd m oroem.m7 af..D financing ad b.ac68 Is ampid.d Job: MARONDA SYSTEMS Customer: WO:VALLEY SET TI:V' Qty:l • TOP tHORD57_2Rfi_St_94 ' ___2KT RAN SVER gn RAV11 G FIAILEUTE TiT E6G E- h ' BUT CHORDS: 2X4 SP 92 OF WEB WITH 12d NAILS AT B' O.C. OR A SCAB OF. Ill WEBS: 2X4 SP 93 THE SAME DIMENSION AND GRADE AS WEB; NAILED UPPORIING 1RUSSES TO FACE (S) OF WEB WITH 10d NAILS STAGGERED ITYP.) TIC MUST BE CONTINUOUSLY BRACED 8' O.C. • SCAB OR TRANSVERSE BRACKING TO EXTEND VALLEY TRUSSES ITYP.) II II II BY ROOF SHEATHING UNLESS NOTED FOR 90%. OF WEB LENGTH- W BRACE REQUIRED II II II ` V IIIEY AREA OTHERWISE. ON ANY WEB EXCEEDING 14'. COMM0N VALLEY' VALLEY MEMBERS TO BE SET denotes 014E edge or one lace PERPENDICULAR TO TRUSSES BELOW. denote! BOTH edge! or BONI lace!. 1iIR1 IT IS NOT REQUIRED TO SHEATH TRUSSES 1) ONE BRACE REQUIRED ON WEBS > = 94.0' LONG ' BELOW VALLEY SET. VALLEY MEMBERS 2) TWO BRACES REQ'D ON WEBS > =126.0* LONG _ PROVIDE ALL NECESSARY TOP CHORD VALLEY TRUSSES ARE ACCEPTABLE TO BE BRACING. CANTILEVERED UP TO TWO FEET. MONOVALLEY 41- WHEN VALLEY MEMBERS ARE NAILED DIRECTLY I _ - TO TRUSS TOP CHORDS USE (2) 16D NAILS PER berlianrielinuilel VALLEY IRUIIES itr.) I INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE )2) 10d NAILS OR (1) 16d NAIL PER I _ SUPPORTING TRuss INTERSECTION, OR TWO FEET ON CENTER. VALLEY IRUSSES (TYP.) IF LESS THEN 3.0.0 THEN MOVE COMMON OR GIRDER DIAGONAL WEBTONEXT PANEL.Ll t- I WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE i ( II WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE IE VARIESCOMMON TRUSSES )TYP.) OP U(2 e 2x4 a 2x4 I VALLEY STRAPPING TO 1R115$ BELOVY` OR5z6 °R VALLEY MEMBERS AT DIAGONAL WEBS REQUIRED WITH 4x6 4x8 3x6 4x8 24'O.C. (TYP) 4' D.C. SPANS GREATER THEN 28-0-0 oR 4z8 3x8OR 3x6 2x4 2x4 2x4 2x4 3xB I YAFUE 9 2x4 0- 0-4 2x4 J 12 3x6 2x4 2x4. 2x4 20 4x10 2x4 3x6 2x4. 2x4 3x8 3z6 on 3x6 0 2z4 4x6 opt a4x6 2x4 MAX 6-0.0 O.C. ITYP) MAX 6-0-O.O.C. ITYP) MAX TRUSS SPACING BELOW a 11' O.C. SPANS UP TO 60-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 w2utNlflO XZXD ALL NOTIS ON THIS SHAY. A COPY Or THIS Oi1NIN0 TO Li OrVIM TO IItl CIINO CO"yMCTOR. aMCINO NA1eNIN6. MjarollelaSystemsRne6ldn.n..thb dm.i.gbod'=no bradas.Ind hndn4 PmW bndeg m almlW bd.g. Neb b. Pan of thcb.Odmg amp tad Nikh a,'. e o.ddwrd b. do bdtdvl dvipv. Freitag dire.. b the I.ts.d a.pp.t er tram b— udy ta :dare balling Imgd r"W" man be made to end-1 Wad bneol A —f —d q—j d leoti® dcs d by the beilding despa. Addition,[ bnclag of the o.adl stncm.e my be tegxi.ed. (So Hr"I 4005 MARONDA WAY Ar r?DO- DinW IDhidimo WL. ci.33119X Wduampa"(re.arWelnsm,s rM Id fire a dw Sanford, FL 32771 407) 32].-0064 Fax (407) 321-3913 T OIAAS 1,0110E P.E. UCE119E d0o5006a W05 VA14IIESSA DR. DVIEDD FL 32760 Daoigal HmtriX AndlyniR Profile Peith: Cont. Support _ Studs a(). 6-0-0 O.C. Eng Job: Dwg: Dsgnr: TL TC Live TC Dead BC Live BC Dead N O:ALLEY SET Y Chk: 16. 0 psf Lbr DF: 1.25 7. 0 pef Plt DF:'1.25 10. 0 psf O. C.: 2- OL 0 TPI- 02/FBC-04 2. 0 pef Code: FLA 35. 0 pef v4.7.21-4355 Job: MARONDA SYSTEMS Customer: WO:HIPD&TAIL rl:ntr WLy:L ESIGN WORMATIUN lbl,ddp13rw'6ai.r.db'nd1,o p. "d . h„ ban bated an Wirt, Lbm pmAded by the dicatt Tbc doipn diteblm, mF napo'mllfiq fin dam, jo n, tcnit of nett' m btmrtat idla—d— waciftvtian edlm de&ip. fiaoitbed to the no det;pn by the [BaalAmetm¢mm to ta.rc 7 of Ebb b 111-a-do. n n c+,T rdate to a Wmifa Pmjee wad atecpa m . rcpom,3Uiry m uvcisa w cm"'I wim toad ro y fabdutime hntdl R,blpmvt ad bettor W. f train, 1 Thif b.a It. b_ daipd n at, foaGA4.0 baaA.t E compeaad In rtc.tdmce vim Amin M 1.1"s turd' 4I Ds, I to be h.mpanw t3 pan of the b.ildlwj ddp by . H.ildbrj Desig a (n jiyaed taehiled a o( la(aaal mjl'ml. mbv ,..lewd It. a1 bylie b.adi j daipa. t1e deep badap dare.tw be haled to be, e e ha me dau dew. R V , V —C t i .. Ih me htc.l b.tMmj aadn. local elim.tk as w& as tl, da mew b,dtF )at W.Irk.d.e n>pecW FF Iliad load& lima shows ow ho-1 beat, deli jurd a:, aim, je m aea, a. , bed,. Th. ddp sass eompmloa cheada (top a brawl ate ratay..nh LLaced y detddw j aa atbaw+,e galBd 7V ae haltamelm,d,1. l®oa seat h"I' baad IalaaaT y' Pmpl7 _ 0,,, d jid a; W L Oq do'Y b. bracd n . uJm. m ,paeio j of I V-0' I.e C.e.¢ta Ilard e mm. Da. W 6mt T. p. j. hot dipped gal•dn I mee,mj ASIM A 631 Glad- 44 ialm omeatisedam f-A 3tuCATION NOTES him m Gbdc,doa me r,bricnm ,ball ,e.i.. dd, h ewe j m .airy ma tld, dn.ia j b a rn'Ibrmmce vim m: ribdcam,, plain and 6—tit . emdn.fn j Im ae toP_wip no'" •a,ifkgIca. A., dl,ctepaz to be wr be palid. j before vtdn j m f bricghm. Males e6,11- at be swelled vex laom°In tau at, dttmrtrd ji,lm Me,obm ,ba0 be at M d jhl Brda j wood a wood F to j. Cmmasa phtca ,has be W aad be both faces.1 le no wim wall, I htmcddd rtol d.t.em.haw' dnwa AS.aPlat- 113•wide. a• It g. A 6a1 plate b V wide a 1- 1m4 Sloe (polo) a ` parallel m The plate IvO WmiW. Do.bl" e.b m .ebm®hm d. G mealnme evtavid.19hewd, dew mb mawb. t> ow fpaat. pin.,lm as .:a._ doe bard e. m, taco din@ 'lam nine im,eatal lb, coral. bao,f, 7 hh rues b oar to be f brk.td .hb he nfaiawl rued I.a a . din amv,..t,e show+ For 'ddWaaal S mlb,mala. ao Q.aliry Caaod rd'a to ANSVM pRECAUTIONARY NOTES . All bartaj ands d ...ma.Metal ae la be fhllawed I. scrosdmce wim'HmAaj, lusuaaj ad exa Brrta j : MB•91. Tn ae to be bast eel itb ar pud a rK alai" j haomoi L.Wlaritm to a.ofd dam, je 7emporwf and pa,movt b,.cl. j I, bolAa j tns,o 6. ,oil jM ttd plmb paid® ad rm tolls a j IA.W rate. %W be despad aad ImWled by wham Cr.f l b.aAL j b modal and e,ataw brad", b awaFs tW'IroL Naatml rtli.n At. no ta7aho,.ti tvopaarf b"'I.1 dvmj IraWI.doo bctwceo It— to'•oid mpplln j and domaofo j. The sap —woo of acstio a `oaan ab.a be ads the coemol . f pawn apnlmd be iatan,tiaa.f, M1armiao ad.ie 0a0 be w.jbt If totaled Co- ontloat of aamuttaln bada pots 0— Ile ddp load, shall at be 4paad at trine a1 .rtl d— tt 17a load, albs ma. Oe wdjh, of the norm dell be hE'applied b tnae sea .11a aB rag cata j aar bases j b cataplrtod 2x OF HIP GIRDER BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO . SHORTEN OSB NOT TO EXCEED 24"O.C. TO BE NAILED . TO TRUSSES w/ 12" -ON CEN. STAGGERED PRE-ENG'D TRU TOP WALL OF BUILDING i / OR l / / l / (/)/' "/ // M / / //' (s. (/.-1 ti / / / M Macvnda Systelils b 4005 MAR014DA WAY SaWeIrd, FL 32771 407) 32I-VO454 Fas,c (407) 3XL-3913 TOfd A9 PONCE P.E. LTCEIISE OM50060 W05 VAITr1ESSA DR. CrVIEDO Fl-37-760 WARNING: AD ALL HOT[ 9 OH THIS SEIRST. A COPY O7 THIS DRANI140 TO BE GIVXN TO IMC'rIIfO CONTRACTOR. BRACING NARNTNG, 8ne3n j ,bean oa t!h dn.In j b od erml.o bndn< wi,d bndnt penal brads j of ,itrd W brad" j .bleb b .put of he b.admi amp ue .huh sera be e.midvd y tie buMmj dnipv. Hr.einl shoe" b f btaral mppon of.am m®bin colF t rtd.ce beeps j Im jtd Ro.idam man be male m tacba, btaral bows j at md, and ,pai6rd locatimm dnamaed by me b.ildaj dmipo. Addidand bmcin j of the ncaa orwate may be rcq.6t& (See KWI of ifRFor ryeci6e tra„ bneinj rra(nbemmu. eam,d bttiltimj dmj.o.(ltnn [talc butimt4 Tri is l.ealyd a1313 OVoofrio Dri.S Madi,oa wiseansi. s371f} - Eng Job: Dwg: DHgnr:'TLY Chk: TC Live 16. 0 psf TC Dead 7. 0• psf BC Live 10. 0 psf BC Dead 2. 0 psf WO: HIPDETAIL TI: HIP 7/ 27/2005 Lbr DF: 1. 25 PIE DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.21- 4355 l Job: ROANOKE-K 3 Customer: WO:ROAK3 TI:CFGRD1 Qty:3 DESIGN INFORMATION Thin dmgn in for an indisidu,l bulding comporent sad has boo based on informadon pm ided by the client. The doiper disctsiras am responsibility fa damps as a nsull of fault) or itcorer infomation, spaifi[atwns and/or designs famished to the bins doigncr bf the client and the cormancas or accuracy of this information as it my relate to spemlk projat and acaps ro responsibility a mmiscs no control with regard to fabrication. handling. dnipment and installatim of Inraes This Inns has ban dedgncd as an indnyid¢tl building com."m in aca ordonnighANSUfPI 1.1995 and NDS-97 to be Ircvrporaled as fan of the budding design by a Building Desig er. When mimed for appron) by the building deopv, the design loadings shone must be checked to be save that the data stone arc in ageenem nnth the local building codes, local climatic rtxords for nind or snot loads, project specifications or special applied loads Unless shntrc truss has rail been designed for storage or occupancy loads The dmp ossumes mrrgnnssion chords ( top or boltonn) sae continuously brxxd by dne:uhing adess of ern se spmfcd %in- ba l m chords in Lineation am rat fully brand bunall) by a preperl) applied ngid mling. the) should be braced a1 a mvunn m spacing of 10'-0' o c. Conrecsor plates shall be moullactured from 20 pugs has dtpped phodzed dal matina ASTM A 653. Grode 40. unless othem,se sh inn FABRICATION NOTES Pro, to fabrialion. the fabricator shall mini this droning to term that it., drmnng is in conformance u,lh the fabricator' s plans and to eohre a continuing responsibility for each mrNation. Arq duereporcies arm to be pm in unting before cmting in 6brimtmn Plato stall nor be installed met knotholo, knots or distend grain Member dull be M fin Light fining wood to nod bconng Connector plain shall be located no bah faces of the tam Milt nails fully imbedded and shall be s)m about the joint urdess othnnise shone A SN plate is 5' nide c 4' long. A 6xS plate is 6' uide x a' long Slots (holes) run parallel IG the plate lenph specified Dank ins cn oeb .ember shall ocet at the ammid of the nets unless olhrmire shorn Connector plate Lira am minimum sirs based on the form shown and may nod In be immased for in handling and/or erection stresses This truss is not to be fabnmled n,th rim retardant treated lumber unless o1hemie darn. For additional infommion an Qednry Control der to ANSlrrPi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be folloned in accordance pith acecpled industry publionorrs. Trusses an to be handled nith ponscotar cart during banding and bundling, delisery and installation to mvd damage Temporary and person ment bracing for holding hisses In a straight and plumb position and for resisting lateral form shall be deigned and installed bl others Cmful handling is essential and cession bracing is aln,7s required Nom al prmutmeary action for tosses require each lempoeq bracing cloning installation be neen truss to paid toppling and dominoing. Tic mpen,sion of erection of trues shun be under the control of persons cypcnv=d in the nuilbttion of tneas Professional adsin shall be sought tf nno ded. Concentration of connection loath greater thin the design Imds shill not be applied to trusses in tat) lime. No toads Wier than the nior d ght of theerectullbeappliedto trusses until alter all fastening and bracing is completed TC: 2x 8 SP N1 D MULTIPLE LOADS -- This design is the BC: 2x 8 SP III D composite result of multiple loads. WB: 2x 4 SP 03 L. and R. End verticals designed for wind All COMPRESSION Chords are assumed to be 3-PLY TRUSS! fasten w/3"x 0.120" nails in continuously braced unless noted otherwise. staggered pattern per nailing schedule: This 3-PLY truss designed to carry TC- 3 per ft. BC- 3 per ft. WEBS- 2 per ft 18' 9" span framed to BC one face Repeat nailing as each ply is applied. 19' 3" span framed to TC opposite face Distribute loads equally to each ply. WndLod per ASCE 7-02, CfiC, Ver 125mph, This truss has not been designed for ROOF H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PONDING. Building designer must provide Bld Type= encl L= 7.7 ft W= 7.7 ft Truss adequate drainage to prevent ponding. (0.25 in END cone, TCDL= 0.0 pef, BCDL= 0.0 psf in./ft. min. slope to drain). Truss must be Impact Resistant Covering and/or Glazing Req marked to prevent UPSIDE DOWN erection. Supported span based on int. wind zone. GLOBAL MAX DEFLECTIONS --------- TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. LL TL 1- 2 74 0.27 A 6- 5 74 1.00 in./Ratio in./Ratio Jnt(s). 2- 3 0 0.27 A 5- 4 0 1.00 I.Span-0.34/242-0.67/122 3 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr Horiz. 0.09 0.19 NA 6- 1 -440 0.06 C 5- 2 -2685 0.17 C Max DL Deflection L/247 - -0.33 6- 2 0 0.00 C Long term deflection factor = 1.50 3 PLYS REQUIRED Lineal Footage = 40. 4 3-0-0 7-8-0 5x6 3x6 308418. 00" 4- 7-0 5 7-8- 0 Joint Locations 1) 0- 0- 0 3) 7- 8- 0 5) 4- 5- 4 2) 4- 5- 4 4) 7- 0- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+ D -407 0- 0- 0 -407 7- 8- 0 BC Vert L+ D -396 0- 0- 0 -396- 7- 8- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 3084 0 -1486 B Pin 7- 6-12 1 3084 0 -1486 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2-0/74,2-3=0/0, HOT CHORD 6- 5=0/74,5-4=0/0, Webs 6-1=- 440/247,6-2=0/0, 5-2=-2685/ 1508, 3-0-0 3-1-0 3084 2.50" 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: M a ro rid a Systems B acing shonto on this droning in not erection bracing. n,nd bracing. portal bracing or similar bracing which is a pan of the buildmg design and rhtch musl be considered b) the buildingdesigner. Bracing shorn is for lateral support of truss membersonly Io teduce buckling lenph Prmisions must be made to anchor Inseml bracing at ends and specified war l=tiom dnsmited by the building designer. Additional bracing of the merall structure m,y be required. (Sec MB-91 of TPI) For specific teas bracing requitements. contact budding nlaigncn.ffnm Plate Institute. TPI is looted a1593 4005 MARONDA WAY DOnofno Drite. Madison. Wisconsin 53719). Sanford, FL. 32771 Composer Engincenngby. Tmss Enprcenng Co.P.A. ales Suundside PA Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWOOSO068 397 Medallion PL Chtuluoda, FL 32796 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 = 0.3716 WO: ROAK3 TI: CFGRDI 8/ 26/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 38805 Job: ROANOKE K 3 Customer: WO:ROAK3 TI:F1 Qty:2 DESIGN INFORMATION This design is fm an indisidual b ilchng component and ha been baed on inflama em prmided by the clam. The designer disclaims any respit. bdity for damages u s result of fault) or incol m information, specifications andfor designs famished to the truss designer b) the clenr and the correctness or accuracy of this information ns it con relme to a W dk project and n naw. no respowblliq or ecen:lses no comma ntih ncPard ro Narration. handling. shipnent and Installation of ln¢S[3. This moss has been designed as an indn idunl budding component in accordance north ANSVTPI 1-1995 and NDS-97 to be rricorponted as pan of the building design by a Building Designs. When mimed for appmml by the building designer. the design loadings shunt mum be checked to be sure that the dace shoran am in agreement Mill the local building codes. local climatic naauds fa wind or snot Inds, limper spmficauons or special applied loads Urnim slonn. In- has nee been designed for storage or occupancy Inds. The design assumes aompasum chords (top or broom) am continuously braced b) shath ing mtless oth-isc specified l9hem broom chords In tendon art .01 fully braced Imenlly by propert applied rigid ailing. the) should be braced at a imum spacing of 10'-0' o c Connector plales shall be manifactared from 20 gauge hot dipped gahamred sial nteedna ASTM A 633. Crade 40. unless eth-se shorn FABRICATION NOTES Prim to fabrication, the tabncatm shall mien this dnurng to - that this dining is in conformance with the fabricalors plans and to tealiec a comirmng responsibility for such ram 11-tran. Art due :pansies ass to be pm in nnung before culling or fabrrolion Plates shall nor be installed mer knotholes. knas or distorted groin. Members shall be cut for light fining noad to nod bearing. Connector plates shall be looted on bah faces of the truss pith acids fund lltimbeddedashallbe s3m. about Ilejo ra unless ollerniR down A 5ct plate is S- wide e 4-Iona. A6%2 plate is 6- wide c P long. Slots (hates) run parallel to the Pave length specified. Double cots on web memlxn shall rim ar the cenlroid of the webs unless mhennise shoran Connector plate sires art minimum ram based on the forces down and cony need to be increased fro mnain handling and/or erection sirs This truss is nor to be fabricated nilh rise rcundamil trealed lumber unless athmmi. shin For tddummil infomalim on Quality Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and ermian recornmendartota are to be follmnd is a.Did- nilb sccoped fnduan publicalions Trusso am to be handled nigh panictdar care during banding and bundling. ddnet• and trissallation to melid damage Tempont and pemanenl bracing for holding innam In oraijhtand plumb postio t will for leaping lateral forces shill be designed and installed b) others Careful handling is essential and erection bracing is atua)s required. Normal pecautsunmy entmn for trusses requires such tempormy bracing during tmnllatlon berm- trusses in ovoid toppling and domimcing. The sirpeen s of ermion of incises shall be under the eemrol of persons e,pcnenwd in the installation of mosses Professional ndnice :Hall be soughl d needed Concentration of canvnction Inds greater than the design Inds shall r or be applied to mazes at art ume No loads other than the nerghl of the ereccon shall be applied to truces until after all furening and bracing is TC: 2x 4 SP $2 BC: 2x 4 SP #2 WB: 2x 4 SP B3 GBL: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 1-02, CGC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 3.3 ft W= 3.3 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. Cr 4- 1 222 0.23 C 3- 2 222 0.23 C 1- 3 0 0.00 C COSMETIC PLATES (8) 2X4 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind 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. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-65/90, HOT CHORD 4- 3=-65/90, Webs 4-1=- 17/222,1-3=0/0,3-2=-77/222, 3-6-0 2T4 3-4- 0 Pq 143H 8. 00" 143P 8.00" 3-4-0 4 3 3- 0-0 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: FM -a ondaSystemsBrecinjshoransonthisdroningisnotereaicnbracing. mnd bracing. penal bracing oc similar bracing which is a fan of the building design and much most be considered b) the budding designer. Bracing shorn is for lateral suppon of Inns rn embers on]) to reduce bxkling laigh Pmsisnam musi be made to multor lateral bneing at ends and pacified locations dnermtmd b) the building designer. Additional bracing of the oemll sinmum inn) be required. (See HIS-91 of TPI) For specific Inns bracing requirements, conlact building desianer.(Tn s Plate Instnute. TPI is located at Sal 4005 MARONDA WAY D)Orofno Drive, Madtsom Wisconsin 53719) Sanford, FL. 32771 Component Engineering b)- Truss Engineering Co. P A. glee Soundside Rd. Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE $*005006e 367 Medxlilon Ill. Chuluols, FL 32766 n-i- Matrix Analvsie Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\Fl.prx Joint Locations 1) 0- 0- 0 3) 3- 4- 0 2) 3- 4- 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- 4- 0 1 143 0 -237 B Pin 3- 0- 0 1 143 0 -237 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 90 0.23 A 4- 3 90 0.09 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 03/795 0.03/795 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 Scale = 0.5085 Eng Job: WO: ROAK3 Dwg: TI: F1 Dsgnr:TLY Chk: 8/26/2006 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 osf v4.7.32-38811 I I ' Job: ROANOKE K 3 Customer: WO:ROAK3 TI:G1 Qty:l DESIGN INFORMATION This dmg. is for an IMhidwl building component nd has been hosed on information Ir mided b) the client. The designer disclaims am responsibility for damages as a result of lade or incorrect infmmtion, speafhcahons and/ or designs Rmd&trd to the miss designer by the client and the correctness n accasraq of this information as it may mIaW to IpeCifiCPmjtts and aec'tpla m responsibility or - raises no control pith regard no fabrication. handling. shipment and installation of trusses This truss has been designed as an irdhidual building component in accordance pith ANSVIPI I-1995 and NDS-97 to be incorporated a pan of the building design by a Building Designer. When mimed far appnnal b) the building designer. she design loadnnp shmin aim be checked to be sure that the data shone art in agmrieru nith the local budding cocci local climatic records for hind or smn loads, pm)ect spaJcations or special applied Inds Unless drone tiro has not been designed for smrage or occupancy loads The design assumes cargression chords ( lop or bosom) art comimetd) braced b) sheathing unless othemise spocifiM Where bottom chasds in teralon ore eat ti1h braced laterally b3 a pmperh applied rigid ceiling. the) should be braced as rtu mum sparing of IP-0' o c Connector plates shall be manufactured from 20 gauge hot ga dipped h,niced steel meeting AS1M A 653, Grade 40, unless chemise shmin FABRICATION NOTES Pen to Ubma a m, 0e fabrication shall mica this dining to serify that this droning is in cotdormaro uitb the fabnntols plans and to rmhn a continuing mponsibrhry far such -licauon Any discrepancies art to be put in n7iting before cutting or fabrication Plaice shall mt be Installed men krolhola knots or dissoned grain Members shall be cut for Light filling nood to nood hearing Connector planes shall be located on both faro d the trim nith mils (Wh imbedded and shall be s)m. about Ihejoint unless mbenrue shorn A 5N plane is 5- code a V long. A 6ta plate is 6- lodes a' long. Slots (hales) con parallel to the plate length specified. Double cuts on imb members shall neat of the cenwid of the nets unless ahemise'h i Connector plate sine are .,a -seam based on t fames shown and ma) need to be ia,--d for anon handling and/or erection sum This must is not to be fabricded with fire mourstanu treated I inner unless odicniise stoma For additional infomation on Qmlrn Camrol refer to ANsvrpl 1.1995 PRECAUTIONARY NOTES All bracing and ereasurn recommendations ate to be followed in accordance nith accepted industry publication; Transits are to be handled nith particular cone during banding and bundling. hliiery and installation to maid dancige. Temporary and pcmanim bracing for holding trusts in straight and plumb position and for rt9uing lateral form shall be designed and installed b) others. Careful handling is essential and erection bracing is alua)t required. Normal precomwnan action for trusses requires such temporary bracing during insallauon bemeen motes us nod toppling and daminaing. The supenision of erection of trusses shall be under the comics of persons egeneneed in the insnallation of treason Professional adana shall be soughl if needed Concentration ofconsummus loods greater than the design loads shall not be applied to hisses as any time. No loads other than the neighs of the cnzton shall be applied to trusses until after all fastening and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP 82 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 2x 4 SP #2 0- 0,0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 57.3 ft W= 19.3 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- 2 255 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 5-7- 3 0- 6- 6 Analysis based on Simplified Analog Model. Joint Locations All COMPRESSION Chorda are assumed to be 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 continuously braced unless noted otherwise. 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 Bracing Schedule: 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 Webs Brace Pt Joint to Joint 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 1/2 6-17 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 Bracing shown is for visual purposes only. 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 7) 11- 8- 0 15) 13- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- 8) 13- 8- 0 16) 11- 8- 0 X-Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension 0- 4- 0 1 109 -222 -126 B . Pin TOP CHORD 1-2=-109/255,2-3=-43/198, 19- 0- 0 1 126 -222 -117 B Pin 3-4=-40/142,4-5=-38/95,5-6=-37/132, PROVIDE UPLIFT CONNECTION PER SCHEDULE 6-7=-48/132,7-8--95/55,8-9=-142/4, PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 9-10=-181/17,10-11=-255/33, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr HOT CHORD 1-21=-2/0,21-20=0/0,20-19=0/0, 21- 2 160 0.06 C 16- 7 179 0.71 C 19-18=0/0,18-17=0/0,17-16=0/0,16-15=0/0, 20- 3 112 0.18 C 15- 8 119 0.40 C 15-14=0/0,14-13=0/0,13-11=-2/0, 19- 4 119 0.40 C 14- 9 112 0.18 C webs 21-2--86/160,20-3=-91/112, 18- 5 179 0.71 C 13-10 160 0.06 C 19-4=-91/119,18-5=-93/179,17-6=-82/48, 17- 6 - 82 0.37 C 16-7=-93/179,15-8--91/119,14-9=-91/112, GLOBAL MAX DEFLECTIONS--------- 13-10=-86/160, LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.00/999 0.00/999 7-6 Boriz. 0. 00 0.01 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 9-8- 0 1, 9-8-0 10 11 6.00 - 6.00 40 L.\ Y LAY 6x8 LRY LXI# L[9 LX9 l i• I I 1 I I EXCEPT AS SHOWN PLATES ARE MiT81 AYh (0-1I-12) WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: Maronda Systems Brxngshmimmlhisdmningisroermionbmnng.snndbming.penalbncingorsimdarbnangtihchtsopand Dsgnr'TLY Chk the buildingdesignandnhkhmustbeconsideredbythebuildingdesigner. Bracing stain is fa da lateral supporttnitrambenonly to reduce buckling length. Provisions must be made io amhor lateral brocing at ends and specified locatmns determined Is) the Wilding dcsigei. Additional bracing ofthe mtxall anxiurc may be required (See MB-91 TC Live 16.0 psf d TPI) For specific less bracing requirements. conlau building designer (Truss Plate lnuilme. TPI is located at 513 9f Dead 7.0 4005 MARONDAWAYDDmfrioDriie.Mndnnn.Wisconsn53719) TC P Sanford, FL. 32771 Component Engimenngb):Tmss Engims:ring Co.A.Ilg Smndsde Rd,Edenim.NC27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ti0050060 BC Dead 10.0 psf 367 Modslfion PL thuluola, FL 22746 mnmaT. AA n -.1p Scale = 0. 2014 WO: ROAK3 TI: G1 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 32-38799 Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HS1 Qty:l DESIGN INFORMATION This design Is fa an indh idrnl building aneponcm and has been dad on infomolion prmided b) the diem. The desrper disclaims ony responsibility for deluges as result or fault) or Ineorrm information specifications and/or designs fumsshed to the truss; designer b) the dent and the corrections or accuracy of lius Inlamm mr all relare so a $P=X Pc*, t and aceepa an responsibili,y ar eeemisa a corurol uilh regard Io fabrication. handling. shipment and installation of tmasa This truss has been drsigsed m an indtrrdual Wilding component in accordance mth ANSVTPI 1-1995 and NDS-9710 be incorporated m pan of [be building design by a Building Designer. 1Vhen mimed fa appmal by the Golding designer. the design holdings shone most be checked to be sure thin the dare shorn art In agrternau nnh the Local building coda. local climatic records for nind in snag loads, project specifications or special applied Inds Unless shorn live has as been desyrcd fa Storage Of ocevpan l Inds The design assumes moil chords (top a halt=) art anlinnmal) braced by sheathing unkv othernsse specified. When balm chords in tension are rot falh braced lalcoll) b) a pruperh applied rigid ailing. the) should be braced of a madmum spacing or Iav o e. Connector plain shall be tranuihcttered from 20 gauge hot dipped gal-i ed steel us ctrng ASTM A 653. Grade 40. unless chemise shot-. FABRICATION NOTES Prior to fabrication. the fabricator shall mien this drantng to rerift that this dramng a in ceinformance nirh The fabteatoes plans and to realrss a ounalmung mspamGliq fa each rnnfiauon. Am-disaeparnta art to be put in nnung before cutting a fabrication, Plata shall out be Installed inn knotholes, knots or distorted gram. Members shall be cut rot light filling nand to nand baring Connector plain shall be located oo bah fans of the buss nnh -1.Ihlh imbedded and dull be sym abort the joins unless ahenrim shown. A 50 plate is V ride e J' long. A 6e8 plate Is 6' r ids s a' long Sias (holm) run parallel to the plate length specified Double cuts on neb members shall mat m lie antrotd of the webs unless atemsse slhorm Comhmor plate sera one minimum aim bused on the fora shorn and may Iced to be intcletscd for Arlen handling ard/a erection sima$ This Inns is ml to be fabricated mlh nm retardant treated lumber unlesschemise den- Foradditional lnfom laurn on Q=111) Control refer to ANSUfPI 1-1995 PRECAUTIONARY NOTES NI bracing and cr crion mcom rnadmiom are to be followed in accordance with am Ld Industry publucilroos. Trusses ace to be handled nirh particular art during banding and bundling. deluxe and insallation to void damage Tempomr) and permanent bracing fa holding truss- in a straight and plumb postton and fa resisting lateral to= shall be designed and installed b) when Careful handling is nocntinl and erection bracing is 81m231 regmrd Normal precom nary action fall Irk requim such lemporan beating during rmallanon belntnm truss to amid toppling and dominant The nrpenidon of erection or Irma shall be ulndes the antra of persons experienced in the I suallm) on of Irusaa hofessmnal edrea shall be sought rr needed. Concznlmtlon ofanstr ction loads grater than the design loads shall not be applied to Itua,ses at any time. No loads other than the or:iglo of the erectors bull be applied to Irrma until din all fasianng and bracing is completed TC: 2x 4 SP 82 2x 6 SP N2 4- 6 BC: 2x 6 SP 82 WB: 2x 4 SP N3 WDG: 2x 4 SP N2 2x 4 SP A3 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1674 0 -1170 B Pin 37- 8- 0 1 1674 0 -1170 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 2-15 121 0.04 C 13- 6 407 0.20 C 15- 3 199 0.06 C 12- 6 1427 0.46 C 3-14 - 385 0.20 C 12- 7 -385 0.20 C 4-14 1427 0.46 C 7-11 199 0.06 C 4-13 407 0.20 C 11- 8 121 0.04 C 13- 5 - 291 0.09 C 7-8- 11 0-6- 6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 57.3 ft W= 38.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max 0. C. From To BC 48. 01t 0- 8- 0 11-11-12 Bracing shown is for visual purposes only. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 4508 0.78 A 16-15 4038 0.89 2- 3 - 4516 0.96 A 15-14 4220 0.94 3- 4 - 4157 0.54 A 14-13 3819 0.53 4- 5 - 4154 0.35 A 13-12 3819 0.53 5- 6 - 4154 0.35 A 12-11 4220 0.90 6- 7 - 4158 0.54 A 11-10 4038 0.85 7- 8 - 4516 0.96 A 8- 9 - 4509 0.78 A Joint Locations 1) 0- 0- 0 7) 28- 7- 1 13) 19- 0- 0 2) 4- 10-14 8) 33- 1- 2 14) 14- 3- 0 3) 9- 4-15 9) 38- 0- 0 15) 7- 1-15 4) 13- 11- 0 10) 38- 0- 0 16) 0- 0- 0 5) 19- 0- 0 11) 30-10- 1 6) 24- 1- 0 12) 23- 9- 0 In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-4508/2925,2-3=-4516/2909, 3-4=- 4157/2719,4-5=-4154/2803,5-6=-4154/2803, 6-7=- 4158/2720,7-8=-4516/2909,8-9=-4509/2925, HOT CHORD 16-15=-2533/4038,15-14=-2585/4220, 14-13=- 2222/3819,13-12=-2222/3819, 12-11=- 2585/4220,11-10=-2533/4038, Webs 2- 15=-75/121,15-3=-82/199, 3-14=- 385/364,4-14=-828/1427,4-13=-274/407, 13-5=- 291/287,13-6=-274/407,12-6=-828/1427, 12-7=- 385/364,7-11=-B2/199,11-8=-75/121, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.57/776-1.12/393 11-12 Horiz. 0. 38 0.76 NA Max DL Deflection L/799 = -0.55 Long term deflection factor = 1.50 13-I1- 0 Ak 10-2-0 13-1I-0 1 2 3 4 5 6 7 8 9 6.00 6.00 3.00 j L3±L 318 0-8- 0 EE I1- 11-12 1670 8. 00" 14-3- 0 R0-1I- 12) COSMETIC PLATES ( 2)3X6 (12)2X4 9-6- 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 ro n d a Systems Bracing stem- on This drawing is nor crcnion bracing, wind bracing. portal bracing or similar bracing uhich is o pan or the building design and uhxh mrW be mmW,,cd b) the budding designer Bracing shorn u forlateral support of Inns mcmhas oral) tom I buckling length Pro isiom must be msde to anchor lateral bracing m ends and spectfhed ldali0na determined G the building designer Additional bracing of the o 11 unxee MEW', non be required (SB-91 of TPI) Fa specific bass bracng requirements, contact building designer (Truss Plate Institute. TPI is looted al 583 4005 MARONDA WAY D'Oafno Drirr; Madison. Wisconsin 537191 Sal7Ford, FL. 32771 Component Engincenrig b), Toss Engneering Co.. P.A. Ala Soundstdo Rd. Edenton. NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE a0050060 367 Medallion L Chutuota, FL 32766 14- 7- 5-14 0- 6-6 0- 8-0 1674a 8.00" R0- 11-12) Scale = 0.1663 Eng Job: WO: ROAK3 Dwg: TI: HS1 Dsgnr: TLY Chk: 8/ 26/2006 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 v4.7.32-38794 Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HS2 Qty:2 DESIGN INFORMATION This deign is for an indnidual building component and has been based on information pros ided b) the client The dcager disclaims any responsibility for damages us a result of faulty ce in ocrrect infamatioa spenfeatione ondfor designs furnished to the tress designer by the cleat and the correctness or amrrac7 of this infomuton n it rat) relate to a specific project and accepts no responsiibiliq or exercises on central north regard to fabntalicn, handling, shipment and installation of inssses. This tam has been designed as on nndhidual bunldmj component minaavrdana th ANSVTPI 1.1993 and NDS-97 to be incorporated as pan of the biuldnng design by a Building Designer. %Vhen m Instil for approal by the building designer. the design loading shmrn must be checked to be sure that the data shmm -in agreement north the 1=1 building codes local climatic records for nand or snms loads, project specifications or special applied loads Unless shorik tam has nor been designed fa storage or occupornq, Inds The design assumes compression chords (top or bonom) art continuously broad by sheathing unless ahennsc specfied Where batom chords in ensign are n of twit brand lateralh by a propel applied rigid ailing, the) should be bead All maximum spacing of 1(Y-0' o c. Connector plain shall be manufactured from Ili puge hot dipped gahnnnad steal meeting ASTM A 653. Grade 40. unless ahemise shorn FABRICATION NOTES Prior to fabsiation. the fabnator shall mien this diming to serif) dot this dining is in conformance, uith the fabricators plans and to malin a mortaring respauiailit) far such ntnfnalton Any discrepancies art to be pet m w rung before ceumg or fabricetion Plain doll rat W instilledmtr kmholm krtas w draoned grain Mcnit shall be col for tight fining uaod to rood bearing Connector plain shall be hated on bah facts of rbe inm nith nails full -imbedded and shall be seam. about the pint unless ahernise shorn A 5d plate is 5' cede x 4- long A 6%9 plate is 6' ride x g- long Slas (holes) run parallel to the plate length specified. Double aH on nib members shall meet at The centrod of rhe nnebs unless ahennise shorn Connector plate sim art minimum sim based on the form damn and rat) nerd to be increased for certain handling andfar emnion stress This tam is nor to be fabriatcd pith from retardarrit =led Iumba unlm ahmrix shorn. For additional tnfomotion on Quality Control refer to ANSVTPI 1. 1995 PRECAUTIONARY NOTES All bracing and esuton recommendatious am to be folhmed ran saccar - nith occe d .rdirary publications Trussesart to be handled m1h particular art during bonding and bundling, delhery and installation to void damage Temporary and pcmuncnt bracing for holding try a a straight and plumb position and for resisting lateral forces shall be designed and installed b) others Carefnl handling is essential and erection bracing is alnans required. Normal preouuoton action for truss requires such temperan bracing during installation bemeen tnatres to nod toppling and domieang The sanpenision of erection of tames shall he under the control of persorts aperienced in the installation of irusses Professional advice shall be ought installation Concentrationof cenane iction loads grterthanthedesign leads shall not be applied to trtnss at arq lure No leads and than the ntighr of the erectors shall be applied to Irimsxs limit after W fastening and bracing is completed TC: 2x 4 SP #2 D 2x 6 SP N2 3- 5 BC: 2x 6 SP k1 D 2x 6 SP # 2 10-12,8-10 WB: 2x 4 SP #3 2x 4 SP # 2 2-12,3-11,5-11 6-10 WDG: 2x 4 SP #2 2x 4 SP # 3 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-4524/2933,2-3=-4372/2840, 3-4=-4545/ 3044,4-5=-4545/3044,5-6--4372/2840, 6-7=-4545/ 2946, HOT CHORD 14- 13=-2547/4061,13-12=-2593/4147, 12-11=-2380/ 4013,11-10=-2380/4014, 10-9=-2602/ 4163,9-8=-2559/4081, webs 13-2=- 103/210,2-12=-140/192, 3-12=-768/ 1359,3-11=-376/595,11-4=-310/313, 11-5=-376/ 595,10-5=-767/1358,10-6=-149/202, 6-9=-100/ 207, 12-8-0 T 2 6. 00 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 57.3 ft W= 38.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O. C. From To BC 48.01i 0- 8- 0 11-11-12 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4524 0.64 A 14-13 4061 0.77 2- 3 -4372 0.91 A 13-12 4147 0.78 3- 4 -4545 0.39 A 12-11 4013 0.59 4- 5 -4545 0.39 A 11-10 4014 0.59 5- 6 -4372 0.92 A 10- 9 4163 0.98 6- 7 -4545 0.66 A 9- 8 4081 0.96 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 58/759-1.14/385 4 Boriz. 0.39 0.77 NA Max DL Deflection L/781 = -0.56 Long term deflection factor - 1.50 12-8-0 3 4 5 R. I A Joint Locations 1) 0- 0- 0 6) 31- 5- 9 11) 19- 0- 0 2) 6- 6- 7 7) 38- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 38- 0- 0 13) 6- 6- 7 4) 19- 0- 0 9) 31- 5- 9 14) 0- 0- 0 5) 25- 4- 0 10) 25- 0- 5 In -Plant Quality Assurance with CcT 1 HAE. REACTIONS PER BEARING LOCATION----- 7(-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1674 0 -1176 B Pin 37- 8- 0 1 1674 0 -1176 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 13- 2 210 0.06 C 11- 5 595 0.32 2-12 192 0.09 C 10- 5 1358 0.44 3-12 1359 0.44 C 10- 6 202 0.10 3-11 595 0.32 C 6- 9 201 0.06 11- 4 313 0.08 C 12-8-0 6 7 6. 00 3. 00 1 1 -3.00 3%8 0-8-0 11-11-12 1674h 8.00" 12-11-11 COSMETIC PLATESfR PliV)( 12) 2E4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Marionda Systems j 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 0005006/3 367 Medallion PI. thuluota, FL 32766 12-0-10 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shmm on this drannng Ism erection bmemg. uind bracing. portal bracing or similar bracing a hitch is a pan of the building design and nttich must be considered by the building designer. Bracing shear n is for lateral wppon of truss iiembers onl) ro reduce btxklmg length Pwisiom mum be nude io anchor Meal brmng at crds o d q dfed isco ions determined by Or building designer. Additional bracing of the mtrall structure troy be required (Sec RIB-91 of TPI).For specific Iran bracing requirements, cemact building desrgacuffruss Plate Institute. TPI is hooted al 5U D'Onohio Dntt. kladisun. Wtsa ism 53719) Component Engineering by. Truss Engineering Co. P A. 311 Soundsidc Rd. Edemmn. NC 27932 6-10-6 0- 6- 6 W -8-0 1674M 8.00" Scale = 0.1619 Eng Job: WO: ROAK3 Dwg: TI: HS2 Dsgnr:TLY Chk: 8/26/2006 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 mnrrraT. dz n exaf A 7 19-IA701 l I_--- ' Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HS3 Qty:2 DESIGN INFORMATION This design is for an ildisiduil building component and has been based on mfomenion prmided b) the client. The designer disclaims am msporarbmlit) for damages as a result of faulty or incorrect infomtmion. specifications and/or designs furnished to the tint designer b) the client and the corimness at accuracy of this information a it may relate to a specific project and acccgs ao mspumbilita or ever s no control ouh regard to fabrication. handling, shipment and instillation of busses 71m truss bas been despl d as an iridindoal building componenl in accordance nith ANSBTPI I-1995 and NDS-97 to be ieorpermed as pan of the building design b) o Baildmg Desaper When mniened for cpprm7,l by the building designer. the dmgn loadings shorn) must be d=k,d to be sort meIlmlthedamslantartinagreement pith the local building cedes local climatic records for mad or soon loads. pram spccafcolions or special applied loads. Unless shmrn tins has not been designed for stooge ar occupancy bads. The design ouum. compression chards (top or batons) are comimwstr braced b) sheathing unless chemise specified. 3Vhm barimn chords in tension are out IWI) braced latemlh b) a properly applied rigid ailing. Itey should be braced in a I- spacing of IT-0' o c. Connector plat. dull be eumd,aaured from 20 page ha dipped plranired steel meeting ASThI A 653. Grade 40. udess ahernise shmmn. FABRICATION NOTES Prim to fabrication the fabricator shah resin+ this dm%mg to renf) that this dmmng ism coorimmena oath the fabricame, plans and to realize a continuing responstbilin for each -liestion. Asp discrepancies are to be pia in nrfting before cutting or fabrication Rates stall not be installed ma kmholes knits or dtsioned gram Members shall be cut for light fining mood to rmnd hearing Connector plat. shall be lowed on bah fans of the inns nnh nails fall) imbedded and shall be sin about, aba the jam t dm dbcmnise shorn. A 5,J plate is 5- nide c J- long A 6d platen 6' nide c P long Slas (holes) ran parallel to the plate length spaaifled. Doable cuts on nob members shall mnen at the centreid of the nobs unless, chemise slnmm. Connector plate sires are minimum sJm bawd on Ilse forces shoran and ma) cited to be increased fa certain handling and/or erection stresses This true ism to be fabricated nth Bre retardant treated lumber unless ahenmise sho%m For additional information on Quality Central ref. to ANSI/fPI 1.1995 PRECAUTIONARI'NOTES All bracing and erection recommendations art to be rdloned in accordance pith accepted induan pubinmimns Tnases art to be handled nnh particular care during banding and handling. delnen and installation to amoid damage Tempomn and permanent bracing for holding m,sa ran is straight and plumb position and for resisting lateral forces shall be designed and installed br ahem Careful handling is essential and erection bracing is slims required. Normal prtvutioman action for trusses requires such lcmpomn bracing during installation bemmn truss to ngid toppling and dominoing. The supenman of erection of trams shall be under the central of persons cep.ienced in the inslallaion of trusses Professional adaice shall be sought if mtee I Concemmtion of mnslsncnon loads greater than the design Inds shall not be applied to truss at arc time No hoods and than Ibe %eight of Iha creasers shall be applied to trarss until after all fastening and braceng is completed TC: 2x 4 SP 82 MULTIPLE LOADS -- Thia design is the 2x 6 SP #2 3- 5 composite result of multiple loads. BC: 2x 6 SP #1 D WndLod per ASCE 7-02, CGC, V= 125mph, 2x 6 SP #2 10-12 B= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 WB: 2x 4 SP $3 Bld Type= encl L= 38.0 ft W-- 38.0 ft Truss 2x 4 SP #2 3-11,5-11 in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf WDG: 2x 4 SP N2 Impact Resistant Covering and/or Glazing Req 2x 4 SP #3 0- 0,0- 0,0- 0 Bracing Schedule: All COMPRESSION Chords are assumed to be Chords Max O.C. From To continuously braced unless noted otherwise. BC 48.011 0- 8- 0 11-11-12 MAX. REACTIONS PER BEARING LOCATION----- Bracing shown is for visual purposes only. X-Loc BSet Vert Borit Uplift Y Type ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 0- 4- 0 1 1674 0 -1174 B Pin 1- 2 -4410 0.66 A 14-13 3944 0.82 37- 8- 0 1 1675 0 -1174 B H Roll 2- 3 -4544 0.85 A 13-12 4053 0.82 PROVIDE UPLIFT CONNECTION PER SCHEDULE 3- 4 -5090 0.47 A 12-11 4193 0.68 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 4- 5 -5090 0.47 A 11-10 4195 0.66 13- 2 219 0.06 C 11- 5 955 0.66 C 5- 6 -4547 0.85 A 10- 9 4055 0.78 2-12 159 0.05 C 10- 5 1356 0.44 C 6- 7 -4413 0.66 A 9- 8 3946 0.78 3-12 1355 0.43 C 10- 6 160 0.05 C--------GLOBAL MAX DEFLECTIONS--------- 3-11 958 0.66 C 6- 9 219 0.06 C LL TL il- 4 384 0.10 C in./Ratio in./Ratio Jnt(s). I.Span-0.60/731-1.19/371 4 Horiz. 0.37 0.73 NA Max DL Deflection L/753 = -0.58 Long term deflection factor = 1.50 5-3 0- 6- 6 Joint Locations 1) 0- 0- 0 6) 32- 1- 9 11) 19- 0- 0 2) 5-10- 7 7) 38- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 38- 0- 0 13) 5-10- 7 4) 19- 0- 0 9) 32- 1- 9 14) 0- 0- 0 5) 26- 8- 0 10) 26- 4- 5 In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 11 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-4410/2865,2-3=-4544/2942, 3-4=-5090/3364,4-5=-5090/3364,5-6=-4547/2944, 6-7--4413/2867, HOT CHORD 14-13=-2483/3944,13-12=-2544/4053, 12-11=-2507/4193,11-10=-2508/4195, 10-9=-2545/4055,9-8=-2484/3946, Webs 13-2=-168/219,2-12=-39/159, 3-12=-764/1355,3-11=-599/958,11-4=-380/384, 11-5=-597/955,10-5=-765/1356,10-6=-39/160, 6-9=-168/219, 11-4-0 15-4-0 11-4-0 I 2 3 4 5 6 7 6.00 8x10 3x4 8x10 6.00 3.00 1 L3±L 3x8 0-8-0 II-II-12 1674 8.00" 1. 11-7-11 R0-11-12) COSMETIC PLATES (2)3X6 (12)2X4 14- 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 Bacingshonnonihisdianing ism erection bnnng. uindbracing• portal bracing orsimilarbracing%fiich Isa pan of the buildmg design andnhich must be considered b) the building desiger. Bracing idumn is for lateral support of Imss memben onl) to reduce buckling length Prm isions mint be made to anchor lateral bracing m ends and specified locations doe-ired b) the bmldi.g d.,ig.,. Addnlo=l bcxing of the mtnll slniaum mu) be rcquired. (Sec HIB-91 of TPI) For specific tn5s bracing requirements, cuum Wilding designer (Tins Plate Institute. TPI is located at 533 4005 MARONDA WAY D'Onofrio Drire, Madison, Wisconsin 53719) Satsford, FL. 32771 Component Engineenng q. Tim Engineering Co. P.A., gig Soundside Rd, Edenton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE erOO50060 307 Medafflon PL Chuluota, FL 32766 Eng Job: Dwg: Dsrinr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 6- 2-6 0- 6- 6 0- 8- 0 1675q 8.00" 12) Scale = 0.1631 WO: ROAK3 TI: HS3 8/ 26/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HS4 Qty:2 DESIGN INFORMATION TC: 2x 6 SP #2, MULTIPLE LOADS -- This design is the Joint Locations This design is for animmn-dmlbuilding comporcnlstall BC: 2x 6 SP #2 composite result of multiple loads. 1) 0- 0- 0 7) 32- 5- 2 13) 16- 0- 0 has been baud on information prodded by the client. The WB: 2x 4 SP 03 WndLod per ASCE 7-02, CiC, V= 125mph, 2) 5- 6-14 8) 38- 0- 0 14) 10- 3-11 deliperdisclaimsamresponsibility for damaanma 2x 4 SP N2 4-12,0- 0 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 3) 30- 0- 0 9) 38- 0- 0 15) 5- 6-14 result ofdfsgnmirconeclithetnatogigneriathec All COMPRESSION Chords are assumed to be Bld T e= enel L= 38.0 ft W= 38.0 ft Truss YP 4) 16- 0- 0 10) 32- 5- 2 16) 0- 0- 0 rdlar designsfamishedmthetrussdesignerq the teem and themrcctnessmomuncorlldsinromntionosit continuously braced unless noted otherwise. in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf 5) 22- 0- 0 11) 27- 8- 5 may bleto, spec,ficprojedand acceptson In -Plant Quality Assurance with Cq= 1 Impact Resistant Covering and/or Glazing Req 6) 28-- 0- 0 12) 22- 0- 0 responsibility o`e` iscesnocontrolnnhregard to MAX. REACTIONS PER BEARING LOCATION----- Bracing Schedule: FORCES (lb) - Max Compression/Max Tension fabrication. handling. shipment and installation oftrusses, This trim has been designed as on inditidml building E-Loc BSot Vert Hori: lift e Chords Max O.C. From To UP Y Type TOPCHORD1-2=-4759/3094,2-3=-4758/3091, component In accordance nith ANSVTP11.1995and 0- 4- 0 1 1674 0 -1180 B Pin BC 48.01t 0- 8- 0 11-11-12 3-4=-5455/3580,4-5=-5486/3602,5-6=-5486/3602, - NDS-91to beincorporated aspan of 'he building design 37- 8- 0 1 1674 0 -11BO B H Roll Bracing shown is for visual purposes only. 6-7=-4759/3091,7-8=-4759/3094, by a Building Designer. when minced fmapprmol by PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. HOT CHORD 16-15=-2708/4268,15-14--2748/4331, the cl-Ledng r the dings irotinmusbocloaked lobe start that Ibo dauShownareinagrewemWEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 1- 2 -4759 0.42 A 16-15 4268 0.95 14-13=-2649 4372,13-12=-3353 5492, oith the biol building code local chide r®rds for 15- 2 172 0.05 C 12- 5 255 0.06 C 2- 3 -4758 0.44 A 15-14 4331 0.85 12-11=-2649/4373,11-10=-2748/4332, cord or snom toods, pr*%l spaifiotioso or special 2-14 154 0.05 C 12- 6 1207 0.60 C 3- 4 -5455 0.44 A 14-13 4372 0.64 10-9=-2708/4268, appledloads Unless shonn.lnmhas rabeen designed 3-14 1332 0.43 C 11- 6 1336 0.43 C 4- 5 -5486 0.43 A 13-12 5492 0.83 Webs 15-2=-82/172,2-14=-39/154, fro prsgearoords(tq loam The desam compression chords (topor batoml art anunuoud) 3-1311800.55 C 11- 7 155 0.05 C 5- 6 -5486 0.44 A 12-11 4373 0.64 3-14=-784 1332, 3-13=-726/1180, 13-4=-250/261, braced by sheathing unless nlhemse specified. %Vhcm 13- 4 261 0.07 C 7-10 172 0.05 C 6- 7 -4759 0.44 A 11-10 4332 0.82 4-12=-11/22,12-5=-235/255,12-6=-746/1207, bottom chords in tension are not fulh braced Wenll) b)a 4-12 22 0.01 C 7- 8 -4759 0.42 A 10- 9 4268 0.91 11-6=-786/1336,11-7--39/155,7-10--82/172, properly applied ngid ceiling. thug should be broad at a GLOBAL MAX DEFLECTIONS--------- spacing of IR-0' o e coruma plates shagbeLLTLmanuficanedfrom20gaugehot dipped phsniaed sleetmeeungASTMA653. Grade 40. arks chemise shorn in./Ratio in./Ratio Jnt(a). I.Span-0.54/821-1.06/416 12- 13 FABRICATION NOTES Boriz. 0.30 0.60 NA Prim to fabriatien the fabricator shall mini this Max DL Deflection L/845 = -0.52 drawing to tasty that this droning is in conformance mill Long term deflection factor = 1.50 the fabricators plans and to raliu a continuing responsibility for sch tenfiauon Am discrepancies art to be put in miung before coning or fabrication Plates shall not be installed over knaholes. knots or distorted grain hlembers stall be cum for tight fining rood to rood bearing. Con ectm plates shall be lamed an bah faro of the tram ndih awls fdh imbedded and shall be sym tdnm 10-0-0 18- 0- 0 10- 0- 0 the pin unless olh-ise stone A 5cJ plme is5' rode c 4'long. A 6sa paten 6' rock c a' long Sloss (holes) 1 2 3 4 5 6 7 8 ran parallel lathe plate laph specified Double cols on neb members shall ram at the anwid of the nobs times G00 6.00 uthentise Norm Connector plate tires art minimum sus based ontheformshmmandm.) need to be increased lot mnainhandling andtorelection stresses 6x8 8x10 3x4 6x8 This tram Is not to be hbrialed frith fire reurdam treated lumber unless ahenidse Nam. For additional Palm information on Quahty Control refer to ANSUfPI I-1995 4x6 4x6 PRECAUTIONARY NOTES 5 7 12 5-6-6 All bracing ,rid erection tecom nendaliau art lobe fallemed ran accordance -thaaepcdindusit0-6-6 4x6 publications Trusses ore to be handled pith particular 5x8 Wet 8x10 8x14 5.8 0-6-6 are during bonding and bundling. delnet and 4-15 imullation to nod damage. Temporal) and permanent 3x4 3x4 bracing for holding truces in a straightand plumb position and fro reusing lateral form stall be designed and insulted others) othCareful handling is esscnml and 3.00 3.00 erection bracing is alnn)s required Nomad precautionary Face = 0- 2-8 Face = 0- 2- 8 action for trusses requires such temponn bracing during installauon bmeen truces to oioid toppling and dotninuing. The supenision of rnction of trussesdull be 0-8-0 0-8-0 under the eailiel of persons ecperfeorad in the 1 1-1 1-12 V innallaiimoflnmes Professionalath-.hallbesought 167414 O.UU 1674N 8.00" d rraI Comentmtion ofconstruction loads greater than 10-3-11 17-4-10 10-3- 11 the design loads shall not be applied to times al am time. No loads other than the u,:ight of the erecson shall be 16 I $ 4 3 12 I l 0 applied to trusses until after all listening and bracing is 01101.8 38-0-0 0110, S 9) COSMETIC PLATES (2)3X6 (12)2X4 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 Systems Bming dmtn on lhis dmntng is not erection bracing, ti,,drx brng, portal bracing or sim,lar boxing n huch is pan of the building designand tthich must be considered b) the building designer. Bracing shot- is for lateral support of truss members only to mdua bucking length Protssrons must be made to anchor lateral bracing at ends and specified loralions determined by the building designer Addilronal bracing of the otemll structure may be required. ( Sot HIB-91 of TPH For spceifc 1. bracing requirements, comm building deugrer.17russ Plate Institute, TPI is looted at 583 4005 MARONDA WAY Dronorrnothe.Madison, wiscoromsnl9) Sanford, FL. 32771 Compomm Engmaring by. Tun Engineering Co., P A., Big Soundside Rd, Edenton, NC 27932 407) 321-0064 Fax (407) 32L-3913 TOMAS PONCE P.E. LICENSE 9*0050060 267 Modalllon PL Chuluotm, FL 22746 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 9) WO: ROAK3 TI: HS4 8/26/2006 Scale = 0. 1663 Lbr DF: 1.25 Plt DF: 1. 25 O. C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Desian: Matrix Analvais Profile Path: C: K 3\BS4. orx I I I Job: ROANOKE K.3 Customer: WO:ROAK3 TI:HS5 Qty:2 I DESIGN INFORMATION This design is for on individual bmldmg component and has been based on information prmidcd b) the client. The desiger disclaims a.) mspolnnbihn for damages as a remit of fault) or incorrect infomtalion specifications and/or tlesigm famished to the him designer by the diem and the .,met -or accvracy of the information For it may relate to a specific , _c and accepts not msporaibliry or cxcmim no cornml nth regard Ica fabriolimn, handlmg, shipment and ineudlation of trusses This tnias has been designed as on indnidual building comporecru in acrxJatia! nith ANSV PI 1.:995 and NDS•97 to be inoo. roacd as pan of the building design h a Building Designer. When miened fin opprmvl b) the building designer. the design loadings shmmn muss he cocheckedtobe n that the data shoe n art in agreement nnh the local building codes, loco) climatic records fin nand or snon Wadi pmo)ect speetBcalions or special applied loads Unless shmmn truss has not been designed for storage of oanparin loads The desgn assumes compression chords (top or bottom) art continuously braced b) sheathing codes erhemise specified 1Vhm boumn chords in tenmen are not htlh breed Iatemlh b) a propel) applied rigid ailing. the) should be breed al a ratimum spacing of 10'-0' o e connector plain shall be manufactured from 20 gauge hot dipped gahantzcd stal mMing ASTM A 651. Grade 40, unless othernise shmmn FABRICA"LION NOTES Prim t9 fabrication ale fabricator shall mien'lha droning to -6 that this cling rs m confonmree niih the fabricator's plans and to realize a continuing responab a) fin neh sesifhation Arp discrepancies are to be put in noting her= cutting or fabrication Plates shall err be installed mcr knolholes, knots or distorted grain. hlembers shall be col rot tight fining hood to naod beanng. Connector plain shall be treated on hash fain of the truss nith nails fulh imbedded and shall be s)ra about ale jorm untm othernise shorn A 5cz plate is 5' n lc x a' long A lief plate is 6' nide x g' long Slots (holes) con parallel io the pine length spec.fied. Doublecurson net, members shall men at the «nuord of the nets unless orhcrnssc shorn Cormmor Dlae sizes art minimum razes based on the foray saber and may aced to be int-ased for certain handling and/or erection manes. This Irma is not to be fabnmted mth fire mordant balled lumber unlessathmmise shorn For additioal i.formation on 01.1.1) Control refer to ANSUfP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be folloned in accord- nnh accepted industry publications Times are to be handled nth particular cue during bonding and handling, delimery and installation to nod damage. Temporary and permanent bacng for holding Irumea in arnghl end plumb position and for Feasting lateral form shall be destgrd and instilled b) other CoseOsl handling m eszmial and erection bran.g, s ahro)s required Normal pretenmiornp actin for truss requires such mrnporan branng during installation beman Inerses to avid toppling and domiouing The supentsion of erection of truces shall be order the control of pertoo experienced in the installation of trues Professional admsa shall be sought if ceded Coleamrm, an of constnxtion loads {sere than the design toads shall rot be applied to lnmea at on) time. No Inds Other chair the night of the crtcton shall be epplled to tmteYs until after all lamcrang and treeing is TC: 2x 6 SP #1 D 2x 8 SP # 1 D 3- 5,5- 7 BC: 2x 4 SP #1 D 2x 6 SP # 1 D 13-15,11-13 2x 4 SP # 2 10-11 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 2x 4 SP # 3 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-4205/2813,2-3=-4851/3127, 3-4=-5990/ 3915,4-5=-6586/4267,5-6=-6586/4267, 6-7=-5990/ 3915,7-8=-4853/3128,8-9=-4196/2804, HOT CHORD 16- 15=-2399/3726,15-14=-2744/4506, 14-13=-3742/ 6065,13-12=-3742/6065, 12-11=-2745/ 4509,11-10=-2390/3716, Webs 2-15=- 358/805,3-15=-591/1070, 3-14=-1018/ 1613,14-4=-400/328,4-13=-319/573, 13-5=-267/ 229,13-6=-319/573,6-12=-400/328, 12-7=-1016/ 1610,11-7=-589/1069,11-8=-369/818, Face =0-2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 38.0 ft W= 38.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O. C. From To BC 48.01, 0- 8- 0 11-11-12 Bracing shown is for visual purposes only. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4205 0.55 A 16-15 3726 0.92 2- 3 -4851 0.62 A 15-14 4506 0.56 3- 4 -5990 0.29 A 14-13 6065 0.66 4- 5 -6586 0.31 A 13-12 6065 0.66 5- 6 -6586 0.31 A 12-11 4509 0.55 6- 7 -5990 0.29 A 11-10 3716 0.97 7- 8 -4853 0.63 A 8- 9 -4196 0.56 A GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(a). I.Span-0. 60/732-1.18/371 5 Horiz. 0.34 0.66 NA Max DL Deflection L/753 = -0.58 Long term deflection factor - 1.50 Joint Locations 1) 0- 0- 0 7) 29- 4- 0 13) 19- 0- 0 2) 4- 6- 12 8) 33- 5- 4 14) 13-10- 0 3) 8- 8- 0 9) 38- 0- 0 15) 8-11-11 4) 13-10- 0 10) 38- 0- 0 16) 0- 0- 0 5) 19- 0- 0 11) 29- 0- 5 6) 24- 2- 0 12) 24- 2- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 1674 0 -1187 B Pin 37- 8- 0 1 1675 0 -1187 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2-15 805 0.26 C 13- 6 573 0.18 3-15 1070 0.34 C 6-12 -400 0.08 3-14 1613 0.58 C 12- 7 1610 0.58 14- 4 -400 0.08 C 11- 7 1069 0.34 4-13 573 0.18 C 11- 8 818 0.26 13- 5 -267 0.06 C 8-8-0 20- 8- 0 8-8-0 1 2 3 4 S 6 7 8 9 6.00 R' 10 6. 00 3. 00 1 1 -3.00 0-8-04 lI-II- 12 1674 . U 8- 11-I1 RO- 3- 9) COSMETIC PLATES (2) 3X6 (12)2X4 20- 0-10 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 ro n d a System S Bracing she mn on this damnng ism erection bracing. Find bracing. portal breeing or similar bracing „tich is o Pan of the building design and mmhich mum be considered b) the building designer. Bracing shmmn is fin lateral mppon of tnsas membersoil) to reduce buckling length. Prorxsions mum be made to anchor lateral bracing m ends and spmfrd lucatioms descrourd by the building designer. Addi loal bracing of die orcroll stricture rise) be required (Sa HIB•91 nl TPI)T. specific lrim bracing requiremcros, contaer building designer.(Tnm Plate Institute. TPI is looted m532 4005 MARONDA WAY D' Oreorio Drimv, Madison. Wisconsin 5)719) Sanford, FL. 32771 Component Engineering by- Truss Engineering Co. P A. a I I Soundside Rd. Edenton NC 27922 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OW005006EI 367 MadolOon /L Chuluota, FL 3274i 1 4-10- 6 0- 6- 6 Face = 0- 2- 8 0-8-0 16755N 8.000" 8- 11-11I O 0 A- Scale = 0.1663 Eng Job: WO: ROAK3 Dwg: TI: HS5 Dsgnr: TLY Chk: 8/ 26/2006 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-LOK\Work\Jobs\ROAK3\ROANOKE K 3\HSS.prx I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HSGRD1 Qty:4 DESIGN INFORNIATION This design is for an i dnaduml building mmporcnl and has been bated on information presided by the client. The designer disclaims any responsibility for damages as result of fault, or incorrect information, spadie""m aadla designs famished to the trim designer lit the client and the cormsness a aocurac)• of this information as is mn) setae to a specific project and accepts an rsponsnbility or -cmises no control nilh regard to fabrialion. hand],.& shipment and inmmlaton of trusses. This truss has been designed as an indhAual building compo ent in accordance pith ANSVIT, 1.1993 and NDS-97 to be incorporated as fan of the building design b) a Building Des,g-. When maenad for appmnl by the building designer, the design loadings sham must be checked to be sure that the data shoe n acts to aapmme oath the local building codes, local Climatic records for nind a sums Icodt project spmiftea ions a special applied loads Unless shorn try has not been designed I'm aoroR a amvpamtq• loads The design assumes compression chords (top or bottom) are continuously braced by sheathing udm othernise specified. Where bottom ndords in tension are not fblh broad ha,rralh by praperh applied rigid ailing. ,hey should be braced an a mavmum spacing of I0'-0' o e connector plates shall be maw csured from 20 gauge hot dipped gahnmzed u=1 meeung ASTM A 657• Grade 40• onless offic- slmro FABRICATION NOTES Prior o fabrialion, the fibnotershall mimv thus droning to anti that this dranang is in conformance nuh the fabricator's plans and to realize a continuing mpormbrbn fa such -flemion A.) discrepancies are to be pat in .ni,.S before Cmting m fbbnation Plata shall not be installed mer knsaholm knots or d,noned grain Members dull be cot for ugh, filing nand ro mood boring. Connector Plata shall be loomed on both fain of the truss nith muff fully Imbedded and WII be sin. about thejoinl unlessahennise shonn A 5s4 plan is S' code a 4' long A 6a111 plate is 6' ride s g' long. Sloss (holes) not p' n11el ro the plate length specified Doublcmts on ueb members shall mat at nhc ammid of Ibc nobs unless mhcmise shorn Connector plate sizes as m,ramum rasa based on the fora; shown and may nod no be ncrea:d fa trnaro handling ond/m eresanon stresses This trusts Is not to be fabricated crude rim retardant treated lumber unless chemise shame, For additional information on Quality Control refer to ANSIf Pl 1-1995 PRECAUTIONARYNOTES All bracing and erection recommcsdatioa art to be follmrrd in accordance nuh ntteged industry publications. Trusses are to be handled wash particular are during handing and bundling. delncsy and installation to maid da ncip. Tempmary and permarcm bracing fin holding trussrs in a stn,ghl and phumb position and for raising lateral forces shall be designed and installcdbs mhcn Careful handling rs esxnlul and erection bracing is dw3s required Normal proommary action for trusses require, such lrmpoan• bracing during msnallmmn mn bu ses to avoid toppling and dom,aing Tie supmrsion afereclion of tnwa shall be under the comml of persons egrerieneed in the installation of trusses Professional ads ice shall be scogla if needsd Coacentmron ofmwnetion lords peter than the design loads shall not be applied to trusses at any time. No Inds other than the neigh) of the erectors shall be applied to busses anal filer all fassening and bracing is TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the 2x 8 SP #2 3- 4,4- 7 composite result of multiple loads. BC: 2x 6 SP N2 This 4-PLY truss designed to carry 2x 8 SP N2 14- 16,12-14 11' 0" span framed to BC one face WB: 2x 4 SP N3 2' 0" span split -framed to opposite face 2x G SP #2 4- 16,6-12,0- 0 WndLod per ASCE 7-02, CLC, V= 125mph, All COMPRESSION Chords are assumed to be Hee 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 continuously braced unless noted otherwise. Bid Type= encl L= 38.0 ft W= 38.0 ft Truss 4-PLY TRUSS! fasten w/ 3"x 0.120" nails in in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf staggered pattern per nailing schedule: Impact Resistant Covering and/or Glazing Req TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Supported span based on int. wind zone. Repeat nailing as each ply is applied. Bracing Schedule: 1/2" thru-bolts at 24" o.c. shall be Chords Max O.C. From To installed on TC&BC in addition to nailing. BC 48.0" 0- 8- 0 11-11-12 Distribute loads equally to each ply. Bracing shown is for visual purposes only. WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. Cr In -Plant Quality Assurance with Cq= 1 17- 2 301 0.02 C 14- 6 1943 0.16 C ----MAX. REACTIONS PER BEARING LOCATION----- 2-16 2230 0.18 C 6-13 1088 0.09 C X-Loc BSet Vert Horiz Uplift Y Type 3-16 6908 0.55 C 6-12 -7586 0.33 C 0- 4- 0 1 5501 0 -1926 B Pin 16- 4 -7734 0.36 C 12- 7 6914 0.55 C 37- 8- 0 1 5501 0 -1880 B H Roll 15- 4 1090 0.09 C 12- 8 2213 0.18 C PROVIDE UPLIFT CONNECTION PER SCHEDULE 4-14 1766 0.14 C 8-11 299 0.02 C ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 5-14 -355 0.01 C 1- 2 -14707 0.35 A 18-17 13195 0.68 GLOBAL MAX DEFLECTIONS--------- 2- 3 - 16631 0.36 A 17-16 13444 0.65 LL TL 3- 4 -17356 0.25 A 16-15 24882 0.86 in./Ratio in./Ratio Jnt( s). 4- 5 -26342 0.27 A 15-14 24723 0.81 I.Span-0.60/727- 1.20/367 5 5- 6 -26338 0.27 A 14-13 24539 0.81 Horiz. 0.28 0.55 NA 6- 7 -17347 0.24 A'13-12 24710 0.84 Max DL Deflection L/743 = - 0.59 7- 8 -16620 0.36 A 12-11 13448 0.65 Long term deflection factor = 1. 50 8- 9 -14712 0.35 A 11-10 13201 0.68 4 PLYS REQUIRED Lineal Footage a 394.4 T 4-3-12 1 Joint Locations 1) 0- 0- 0 7) 30- 8- 0 13) 23- 8- 0 2) 4- 2-14 8) 33- 9- 2 14) 19- 0- 0 3) 7- 4- 0 9) 38- 0- 0 15) 14- 8- 0 4) 14- 8- 0 10) 38- 0- 0 16) 7-11- 4 5) 19- 0- 0 11) 33- 9- 2 17) 4- 2-14 6) 23- 8- 0 12) 30- 0-12 18) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 - 0-10- 8 -46 0- 0- 0 TC Vert L+D -46 0- 0- 0 -46 38- 0- 0 TC Vert L+D -46 38- 0- 0 -46 38-10- 8 BC Vert L+D -227 0- 0- 0 -227 38- 0- 0 Concentrated LBS Location BC Vert L+D -269 3- 0-12 BC Vert L+D -269 34-11- 4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-14707/ 5042,2-3=-16631/6080, 3-4=-17356/6335,4- 5=-26342/9809, 5-6=-26338/9808,6- 7=-17347/6332, 7-8=-16620/6076,8- 9=-14712/5044, HOT CHORD 18-17=-4469/ 13195, 17-16=-4608/13444,16- 15=-9154/24882, 15-14=-9108/24723,14- 13=-9038/24539, 13-12=-9087/24710,12- 11=-4610/13448, 11-10=-4471/13201, Webs 17-2=-139/301, 2-16=-1033/2230, 3-16=-2439/6908,16- 4=-7734/2995, 15-4=-316/1090,4- 14=-661/1766,5-14=-355/161, 14-6=-728/1943,6- 13=-317/1088, 6-12=-7586/2937,12- 7=-2444/6914, 12-8=-1027/2213,8- 11=-135/299, 7-4-0 23-4- 0 7- 4-0 1 2 3 4 5 6 7 8 9 I G.00 f f i j I (? P i , S 6.00 0-6-6 5x6 0- 6-6 9- 12x12 3xG 1Ox10 3x6 12x12 3. 4 Sx6 330 - 3. 00 T 4- 2-6 Face = 0- 2- 8 k 11-11-12 Face = 0- 2- 8 0-8-0 4, t, - - 8-0 5501N 8.00rn 5501a 8. 00" 7-11-4 22- 1- 8 7-11- 4 0- 0 8 8 7 G 5 38 4 0 3 2 I 0- 0 8 0- 19) 269q 1,2699( 0- -9) COSMETIC PLATES (2)3X6 (12) 2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1432 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAINING I'O BE GIVEN TO Dw TI: HSGRDI ERECTING CONTRACTOR. BRACING INARNINC: g Maronda Systems Bracing shmmon this dmmng is not creclion bracing. %rind bracing. portal birsicing or similar bracing"hich is a pan of r8 the wn building design end hichmumbecorns,de ed by the building designer. Bracing shm- is fin laleml support of truss Dsgn:TLY Chk: / 26 200 6 member only to reduce buckling Length. Pronsioa must be ,tend& to archer lateral bracing as ends and specified TC Live 16 . 0 9f Lbr DF • 1.25 locations; determined b) the wilding designer Additionalbracingofthemerallstructuremayberequired (Se, HIB-91 P Job: ROANOKE K 3 Customer: WO:ROAK3 TI:HSGRD2 Qty:4 DESIGN INFORd1ATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations Thus designs for an indnridoal building component and 2ac 8 SP #2 3- 5,5- 8 composite result of multiple loads. 1) 0- 0- 0 8) 30- 8- 0 15) 19- 1- 8 has been htad on,nfamxiou proridd by the clef. The BC: 2x 6 SP 42 4-PLY TRUSS! fasten w/3"x 0.120" nails in 2) 4- 1- 4 9) 33- 9- 2 16) 15- 1- 5 dmig-disclaims"tspormiltnfmdastugnash 2x 8 SP #2 14-17,13-14 staggered pattern per nailing schedule: 3) 7- 4- 0 10) 38- 0- 0 17) 8- 9-13resultafWryormshedinectaetium;ogsnerb)tions ecand/or designs furnished ro the tnsss desi&rer b) the clef WB: 2x 4 SP #3 TC- 2 per ft. BC- 2 per ft. WEBS- 2 perPPP ft 4 8- 9-13 11 38- 0- 0 18 7- 0- 0 oil the correctness oraawagorthis infomsationasit 2x12 SP N2 6-15 Repeat nailing as each ply is applied. 5) is- 1- 5 12) 33- 9- 2 19) 4- 1- 4 ntmrel. tela.spcc,fcpmsmt.,dnmc m 2x 4 SP 02 7-13,0- 0 1/2" thru-bolts at 24" o.e. shall be 6) 19- 1- 8 13) 30- 0-12 20) 0- 0- 0 responsibilit) a, e..,reiae rooamrol With regard to All COMPRESSION Chords are assumed to be installed on TCiBC in addition to nailing. 7) 22-10-11 14) 22-10-11 rabntalion• handling, shipment and Installation of muses This truss has been designed as an indisidual building continuously braced unless noted otherwise. Distribute loads equally to each ply. TOTAL DESIGN LOADS ------------ component in accordance rnthANSVTPI1.1995and WndLod per ASCE 7-02, CGC, V= 125mph, Bracing Schedule: Uniform PLF From PLF To NDS- 97 to be incorporated as pan of the building deign H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Chords Max O.C. From To TC Vert L+D -46 -0-10- 8 46 38-10- 8 by a Building Designer. When retienedfarapprornlby Bld Type= encl L= 38.0 ft W= 38.0 ft Truss BC 48.01r 7- 0- 0 11-10- 8 BC Vert L+D -40 0- 0- 0 40 38- 0- 0 the build..& deiigner, the design loadings stir- muu be checked to be are that the dam shonnaminagn:eaent in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf Bracing shown is for visual purposes only. Concentrated LBS Location nuhthe local budd,ngcmelocal chmaucrecords fair Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr BC Vert L+D -3084 19- 1- 8 niMorss.on loads. projm specifiatrom m special In -Plant Quality Assurance with Cq= 1 19- 2 -199 0.01 C 6-15 1544 0.03 C---- MAX. REACTIONS PER BEARING LOCATION----- appliedloadsUnlessshuatrunsh.nar beendeargned In - Plant Quality Assurance, per 2-18 210 0.01 C 15- 7 3885 0.31 CX-Los BSet Vert Horiz Uplift Y Type or loads. aeupsuamo sec. 3.2.4 of TPI-1-02, for oint(s) : 18- 3 -5523 0.23 C 7-14 -148 0.01 C 0- 4- 0 1 3190 -2 1510 B Pin coraorage es) ea,w,mion ChrdfIlop0< balom) IR coflmvnly sionch chords braced b) sheathingardess othemise specified. %lance le 3-17 1043E 0.84 C 7-13 -8372 0.43 C 37- 8- 0 1 3245 0 1496 B B Roll bouom chords in tensron. re not fblk braced lateroUt b) I FORCES (lb) - Max Compression/Max Tension 17- 4 -1659 0.07 C 13- 8 4615 0.37 CPROVIDE UPLIFT CONNECTION PER SCHEDULE properlyapplied rigid mling. they should bebraced a" TOP CHORD 1-2=-5814/2561,2-3=-5891/2478, 4-16 6642 0.53 C 13- 9 2160 0.17 C ..TC. ..FORCE..CSI. Cr ..BC. FORCE..CSI. Coppeclaplfi maslmumnadfro 3-4=-13178/5219, 4-5--19773/6798, 5-16 247 0.02 C 9-12 -569 0.02 C 1- 2 5814 0.10 A 20-19 5116 0.26 dstelshall roanufactwed from 20 gauge hotdipped &ahnniad steel 20pageh meeting ASTM A653. Grade 40• unless ahenrrse shun 5-6=-19757/6783,6-7=-23434/7106, 16- 6 -3699 0.16 C 2- 3 5891 0.10 A 19-18 5123 0.23 7-8=-11821/4717,8-9=-11376/4538, GLOBAL MAX DEFLECTIONS--------- 3- 4 13178 0.15 A 18-17 8220 0.34 FABRICATION NOTES 9-10=-9275/3966, LL TL 4- 5 19773 0.21 A 17-16 13376 0.49 Prior to fabnauom the Nimot-Imll mien this HOT CHORD 20-19=-2230/5116,19-18=-2230/5123, in./Ratio in./Ratio Jnt(a). 5- 6 19757 0.20 A 16-15 23069 0.75 darting to renh that this draning is in conformance, arth 18-17=-3321/8220,17-16=-5149/13376, I.Span-0.44/996-0.96/459 15 6- 7 23434 0.23 A 15-14 20003 0.70 the fabricators plans and to realue a continuing 16- 15=-6987/23069,15-14=-6662/20003, Horiz. 0.18 0.38 NA 7- 8 11821 0.18 A 14-13 19991 0.70 rezponub.liq for such rerifncation. Am discrepancies ore to be pus in n ming before cutting or 61briotim Plat" 14-13=-6680/19991,13-12=-3599/8466, Max DL Deflection L/851 = -0.52 8- 9 11376 0.21 A 13-12 8466 0.43 shollnos beinstalled merkmtbolcs.knasindistorted 12-11=-3504/8228, Long term deflection factor = 1.50 9-10 9275 0.20 A 12-11 8228 0.44 grain hfcmbenshall becut for tight filling noodto%mod Webs 19-2=- 199/53,2-18=0/210, hearing. Connector platossull be located an bah faocs of 18-3=-5523/2055, 3-17=-3928/10438, the trim nth nags fdle ,mb,ddedaM :hull be s)a about the jaunt udessdhernrseshnn A5s4pbleis5-ntdes 17-4=-1659/378,4-16=-1594/6642,5- 16=-127/247, 4-long. A6%3plmeis6'nidec1'ion& Slas(holes) 16-6=-3699/355,6-15=- 22/1544,15-7=-373/3885, ran parallel to th plate length specified. Double cuts on 7-14=-148/65, 7-13=-8372/2129714.7-1760/4615, 23-4-0 7-4-0 nab mcmben shall men at the afraid of the nets unless 13-9=-576/2160, 9-12= othcnrrse shin. Connccta plot, sums.. minimum sizes based on Ili forces shoun and ma) need to be 4 P14YS REQUI W-D 3 4 5 6 7 8 9 10 increased for a:rmin handling and/or cmcum sl s This tens Is not to be ISbncated ni(h art retardant treated Lineal FO ss= 388.5 f6.00 Jambe, unless ahnnse durrn For addntonal 7r I7.-` 7 T T C L 6.00 information onQualityControl rtfcr to ANSVTPI I. spy ,- ) I l:t 1 f• ! I 1.1995 RcW 4" L Inch FrR AcR2 6x8 PRECAUTIONARY NOTES All bracinganderectionrmoronerdationsaretobe follo-d in aaordarce with - ed,ndmtr) publicatiom Trusas are to be handled ntlh particular cart during banding and bundling, defi-) tad instillation to grad damage Temporaryand per anent bracing for holding Irossn in a straight and plumb povtion and for resisting lateral form shall be designed and installed b) others Careful handling is essential and erection bracing a ahms required Normal precauhonar) anion for trusses requires such lemporap bracing during muallatim beman tomes to maid toppling and domioaing. The supenision ofereetion of t-s shall be miler the control of persons experienced in the installation of tenses Profenional adrift shall be sought d needed Co,um. tntion of caoatn.n,on loads greater than the design loads Idol] not be applied to truV6 a1 am'time No l ods other thin the neighn of the enactors still be applied to truss ufd after all fastening and brucnng is complied T 4- 3-12 0- 6- 6 Face = 0- 2- o 3190# 8.00" 7-0-0 10 11 0 0 4- 3- 9) COSMETIC PLATES (2) 3X6 (8)2X4 4- 10-8 , L- 9-13. 21- 2-IS 3084t! 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 Bmingshmrnonihisdmuingisnaermionbrocrn&uirdbradng•pomlbmingorsimdarbfc.ngrth,ch,sopinof the building design and nhuch mum be considered by the building designer. Bracing:burin is for lateral appon of truss nemben only to red= buckling length Pmrisions must be nude to anchor lateral bracing .l ends and specified local ions determined b) the building designer. Additional bracing of the mtrall structure may be required (Sm HIB-91 of TPI).Far grci(k truss bracing requirements• contact building designer.(fss TPlate Insthfe• TPI is looted at 583 4005 MARONDA WAY D•Onofno Drire• Atadison. Wiscamun 53719) Sanford, FL. 32771 ComponcfEngicecnng by Truss Engineering Co. P.A., &I& Soundssde Rd. Edenton. NC 27932 407)321-0064 Fax ( 407) 321-3913 TOMA S PONCE P.E. LICENSE a0050060 267 MedaIDon PI. Chuluota, FL 22766 T 0-6-6 4-2-6 race = 0- 2- 8 0-8-0 3245N 8.00" 7-117-11- 4 0- 0 R - 3- 9) Scale = 0. 1589 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psfTCDead 7.0 psf BC Live 10.0 psf BC Dead 10. 0 psf WO: ROAK3 TI: HSGRD2 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC- 04 Code: FLA v4.7. 32-38789 Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobs\ROAK3\ ROANOKE K 3\HSGRD2. prx I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JS1 Qty:6 I DESIGN INFORMATION This design is fin an nndn+tdal building component and bee been based on infomation pro+ided by the dient. The designer disclaims out respowbilih fa damages as a result of fault or in earren ttJamasias speetfiouoa anmdlor designs furnished to the tmss designer by the client and the ausenrtess or aaurxy of itus information as; it me) relate to a specific projec imd accepts a nmpaofbibp or ecerc/sa no comma Mth regard to fabrication. handling, shipment and instillation of trusses. Thor Ina has been designed n an indhidual Wilding compoanl in accordance ntth ANSUTPI t-1993 and NDS-97 to be Incorporated as pan of the building design b) a Budding Designer. %Vcn mimed for appravl b) the bolding designer. the design loadings shm+n must be checked to be sumo than the dam sc+m am in agramem nth the loco) building codes, local chmtalk records for aind or simr leads. Project speeificolions or special applied londs Unless drain. truss has not been desigred for storage or occupant bads The design assumes compression chords (top or bottom) am continuously broad b) sheathing unless ahemtse specified. %%'here bottom cords in tendmh are not out broad lam mill b) a property applied rigid ailing, thel should be braced at racimum spacing of I0r4' it c. Connector plates shall be manufactured from 20 gauge ha dipped phodud steel meeting ASTM A 633. Grade 40. unless ahcmise shmmn FABRICATION NOTES Prior to fabriation. the fabricator shall mien this dining m+enfe that this dm Ang is in conforunce nnh the fabr calols plain and to minis a comindng nespowbihtyfimsuch—ifralon Argdrxrapannaom to be pa in nnang before cotl,ng or fabrnation Plates hall not be installed o+er knacks, knots of distorted grain Member shall be M for tight rifling nood to nood bearing. Connector plain shall be lasted on bah fain of the tram nnh ails Iblly imbedded and &hall be s)m aboutaba the join urdessote— soon A 5,4 plate is T urde a 4' long. A 6a1 plate is 6' urde s a' long. Slots (holes) run parallel to the plate length specified, Double cuts on neb members shall no at the crnlm,d of to nubs unless aonnse sham. Connector plate sim ease minimum sines based on the form sons and ray need to be increased for attain handling and/or erection sines, This truss a not to be fabricated nigh fire ="bnl treated lumber unless chemise shorn For additionalinformation onQualityControlrefertoANSVTPI1- 1995 PRECAUTIONARY NOTES All bring and erearon recommendations are to be follond in a®rdaree nith a:e, ed indusr) pubhouions Trusses are to be handled pith particular are during banding and bundling, deli+v) and insallnan to moid danuge. Tempomr) and pmancm bractog for holding Ims— in aright and plumb positron and for resisting llama] form bull be designed and installed by others Careful handling is rnentul and erection bracing a ahn)s required Normal preantioar) Pat= for trusses requires ouch temperer) bracing during installation bcmccn Limes to mad toppling and domiatng The supenuion of neciran of tn¢sesshall be under the control of person experienced in the msallahon of trusses Professional odsree shall be sought If needed Com entmbon ofconsruction loads grater than the design Inds shall not W applied to trusses aI am time. No loads other than the neighl of the crecton shall be applied to trusses until alter call fastening and bracing is TC: 2x 6 SP H2 BC: 2x 4 SP N2 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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=0/33, HOT CHORD 1-3=-13/4, 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 1 171 124 -303 B Pin 2-11- 4 1 75 109 -198 T Pin 2-11- 4 1 53 0 -25 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-0- 0 I 2 6.00 ClL: 2- 1I- 4 75H 1. 50" 2- 1- 12 0-6- 6 3.00 Face = 0- 2- 8 0 171 H 8.00" 53ti 1.50" I. 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, BRACING WARNING: Maronda Systems Bracingcm sno on thisdrapingisnationbracing, uind baring. postal broting or similar bracing much is a pan of the building design and ubch must be considered b) the building designer. timing shone is for lateral support of Ina members only to reduce buckling kngh. Prmisioa mom be made to anchor Lneral bracing at ends and specified locittiom ddcrmined by the building rksigm. Addnioml broing of the mtuall slnetum nay be required (Sm HIB-91 of TPH For Waif c truss bracing regime mts contact building designer (Truss Plate Institute, TPI is located at 533 4005 MARONDA WAY DonofrioDri+e.Mndison.W.—,n53719) Sanford, FL. 32771 Compomm Engineering b)- Truss Engineering Co. P.A, gig Souadsde Rd. Edenton. NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 00050066 2C7 Medslllon PL Chuluot' s, FL 32766 Joint Locations 1) 0- 5- 8 3) 3- 0- 0 2) 3- 0- 0 4) 0- 5- 8 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= 3.0 ft W= 3.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/ or Glazing Req TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 33 0. 14 A 1- 3 -13 0.10 GLOBAL MAX DEFLECTIONS--------- 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 Attach with (3) 16d Toe -Nails 1 1-5-6 Attach lith (2) 16d Toe -Nails Over 3 Supports Scale = 0.6161 Eng Job: WO: ROAK. 3 Dwg: TI: JS1 Dsgnr: TLY Chk: 8/ 26/2006 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-LOK\Work\Jobe\ROAK3\ROAIZOKE K 3\JSI.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JS2 Qty:2 DESIGN INFORMATION This design is fa an indnidual Wilding component and has ban based an informal— presided b) the cl—I The designer disclaims ism anponobilin for damages u o result of 6uhl, or m nnm irtfomaliGn. spadaliom and/or desigm furnished to the truss designer by the client and the correctness a accuracy of this idormaiaa as it may plan m a spcnfic pan). and accepts no respardbilit) or ecemses not control nth regard Ta fabrication. handling shipnea and imallat ion of Trend' This arms has barn designed as an Indnidua) building componena in accordance nnh ANSVfPI 1.1995 and NDS-97 lobe incorporated as pan of rho Wilding design es a Building Designer. 1Vhen mimed for spprmal by the building designer. the design loadings shesan muss be checked to be suit that The data sham are in agtetricat all the lost Wilding coati local climatic records fa nind or crass Inds, project specifications or special applied loads. Unless shoran Irtm has not ban designed fa storage or occumiaq loads The design assumes compression chords (top or bottom) are continued) braced by sheathing unless alrm,xspecified. Where baton chords in rensiun ore roes fulh braced Ialcmly b3 properly applied rgd ailing, the should be braced at a rmaimum sparing of IIY4)' o c. Connector puta shall be mai nfactured from 20 gauge hot dipped phmnind anal meeting ASTM A 653. Grade 40, unless ahenaise shoran FABRICATION NOTES Prim to Wellman. die fabrtala shall m ten [his tinning to serch that this droning is in conformance uiah the fabriator's plans and to mahee a cenlinoing responsibility far such tenftalion Am dncrepanaes ore lobe Pin inranting before ailing or fabrication Plies shall not be installed eser knotholes, knots or dimmed Pain Members shall be can fa light from& nood to stood bearing. Connector plates shall be located on both faces of the truss anih mils IWIy anti I and shall be sym about the oint unless ahcmic slvan A 5c4 plate is 5' nide e 4' long A 6d plate is 6' ride s &' long Slots (holes) ran parallel to the plate length spmtfd, Double cuts on ueb members shall min .1 the centred of 0. rails unless othemise sham Connector plate sizes arc minimum sizes based on the forces shoo n and may need to be increased for certain handling and/or erection aresses Thas tram is not to be fabricated uuh fort retardant treated lumber unless olla—sc shonn Fa addnliaal infonatmn on Qualrq Comru1 refer to ANSVTPI 1. 1995 PRECAUTIONARY NOTES All bracing and ereetnan neconunrndauom ore to be follased in accordance nth acaped iMrdn publications Trusses art to be handled nnh particular are during banding and bundling. delncry and tnsallataon to avid damage Temponn anti pctmanea bracing for holding stresses in a ¢might and plumb positron and fa rniamg Iateml forty shall be deagsd and inaaued b) ahem cordial handling is esseaal and erection bracing is a1n-j3i required. Noruml pieaaarary action fa trusses rMmm such temporar) bracing during installation bean— trusses to mind toppling and dorninohng The super mron a eralion of trusses stall be under the mnlml of persons e%Mrienced in the msnllonon of trusses Profenroml oda7a shall be swghr d needed Coreenmtion of con in artan hoods greater than the assign loads shall not be applied to trusses at on) time. No (pads other than the night of the erectors shall be applied to trusses nail after all fastening and bracing is completed TC: 2x 6 SP 02 BC: 2x 4 SP A2 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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=-22/0, HOT CHORD 1-3=-7/2, 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 1 124 83 -226 B Pin 1-10- 6 1 48 - 73 -127 T Pin 1-10- 6 1 34 0 -15 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1-7- 5 0-6- 6 1-11- 2 Joint Locations 1) 0- 5- 8 3) 1-11- 2 2) 1- 11- 2 4) 0- 5- 8 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= 57.3 ft W= 1.9 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 - 22 0.06 A 1- 3 -7 0.04 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 ea 1.50 2 Attach with ( 2) 6.00 16d Toe -Nails C/L: 1-10- 6 489 1. 50" 0- 3- 13 0- 3-13 3.00 Face = 0- 2- 8 0-8- 0 H 12410 8. 00" 301 1.50" 1-11- 2 y 4 3 ti 0- 10- 8 1-11- 2 120- 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 Systems Boxing shoran on this draping is nor erection bracing, nand bracing portal bracing or similar bracing nfiich is a pan of he Wilding design nod nfiich mua be canadcrtd b) the building designer. Bracing shoats is for lateral support cf truss members any to reduce buckling length Plan isions must be made to anchor lateral bracing a ends and specified localiom detcrmird by the building designer. Additional bracing of line aemll sir cture may be required (Sec HIB-91 of TPI) For specific Inns bracing neptiemems, comact budding dcsigner,(Truss Plate Inanae, TPI is looted of 383 4005 MARONDA WAY DOrafrm Driae. Madison. Wisconsin 53719) Sanford, FL. 32771 Component Entineringb)-Trams Enginering Co. PA. Ill Soundside Rd. Edemm NC279)2 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. UCENSE 0005006/3 207 Modmilllon PI. thuluota, FL 22744 1 1- 2- 3 1 Attach with ( 2) 16d Toe - Nails Over 3 Supports Scale = 0.6880 Eng Job: WO: ROAK3 Dwg: TI: JS2 Dsgnr:TLY Chk: 8/26/2006 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 rrnrrAT. AY n oaf -4 7 19-IRAll Design: Matrix Analysis Profile Path: C:\TEE-LOK\WOrk\Jobe\RVAKJ\KVANVYE K a\a7sz.prx l Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JS3 Qty:2 DESIGN INFORNIATION This deWgn is fat an indnidual building component and has been based ou information pmtded by the client The des,gner disclaims any resporrubility for damsges as a result of fwlts or inteernel adominations. speeinations andfor resigns Ntnisled to the loos designer by the diem and the atrrmrcss or accuracy of this information a it may relate to a specific project and accepts no respormblBt) or «ereua no control Milt regard to fabnotioo. handling, dtipmeni and installation of trusses. This trim has been designed as an indnidual building Component to accordance lath ANSUTPI 1.1995 and NDS-97 to be incorporated as pan of the budding design b) a Building Designer. When m7asad fin oppmsil b) the building designer. the design loadings shoe n must be checked to be slue that the data shmtn are to epee i Stith the local building codes, local climatic records for nind or snow foods. project spmlkatim or special applied loads Un ess shorn. tom ham been designed rm storage or occupamc Inds The design assumes Compression chords (top or bottom) an continuously hinted b3 slcatldng unless othernise spelled %Vhcm ba,an chord, in K sion are m fidp braced merely b) . property applied rigid ailing. the) should be braced m a maummn spacing of IRd' o c. Connector plates shall be manufactured rrom 20 puge hot dipped phnnised steel mining ASTAI A 633. Grade 40. unless ahernise dtonu FABRICATION NOTES Poor to fabncatron. the fabrtato, dull mien thts drantng to %raft• that this dining is to conformance nith the fnbncoures plans and to radix a continuing spmuubiltq fin cacti —fiat— Any discrepant- ue to be pat in skiing berme cutting a fabrication Plates 911311 m be insulted tan kndholM knots totndistcd Vain Members ball be cut fm tight fining uaod to mood boring. corrector plates shall be looted on bah fans of the Inm mth wits fah imbedded and shall be s)m about the pint unless oft-ise shorn. A 5r4 plate is 5' nide c s' long A 6,11 platen 6'ride c t' long. Slots (holes) run parallel to the plate length specified Double cutson ti ) embers shall ncei sl the centrotd of the nobs unless aahernise dorm continents plate sim am minimum Sim based on the form shorn and may need to be increased for certain handling suaftf entakin stresses Thts tram ism to be fabricated nith Ore murdanl treated lumber unless olt—se shorn Far addtttowl tnformauon an Quality Control refer to ANSUTPI 1. 1993 PRECAUTIONARY NOTES All bracing and enetion rrcora,uerduion me to be rationed in accordance mph ace, it industry pubhotons Truces me to be handled m,h particular art during banding and bundling, deli-) and installation to noid damage. Temporar) and permanent bracing rot holding Trusses in a mmight and plumb position and for nsiwng lateral forms shall be designed and installed b3 others. Careful hurdling is ess ntiml and erectors bracing is alums required Normal preadiowr) action for tomes requires such Tempura) bracing during installation bar— truces to void Toppling and dominuin& Tle suprnison of ertcl,on of trtssas still ba undci the control of persons ecperienccd in the 11aiiun of trusses Prafessiowl adstce dull W fought of needed Coneemratii in of consarucuon loads grater Ilan the design loads shall not be applied to truces at on) time No loads other than the neigh) of the erectors shall be applied to Incon until after all fastening and bracing is TC: 2x 6 SP N2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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=-9/0, HOT CHORD 1-3=0/1, Analysis based on Simplified Analog Model. 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= 57.3 ft W= 0.8 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 -9 0.01 A 1- 3 1 0.00 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). 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 joint Locations 1) 0- 6- 8 3) 0- 9- 0 2) 0- 9- 0 4) 0- 6- 8 In - Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- R- Loc BSet Vert Horiz Uplift Y Type 0- 3-12 1 73 32 -146 B Pin 0- 8- 4 1 18 30 -50 T Pin 0- 8- 4 1 14 0 -5 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 0- 9-0 Ir Attach with (2) 1 2 16d Toe -Nails 6. 00 L: 0- 8- 4 184 1.50" T 5x6 1- 0-4 0-10-14 Attach with (2) . 16d Toe -Nails Face = 0-2-8 0X X4 3 0- 10- 8 , 0-9-0 „ r> t 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. BRACING WARNING: Maronda Systems Racing do tnoulhl, dranrng i,mc Mion bracing. uind burin&portal bracing orsimilar brmingritich a a pan of Iih budding design ond which must be considered by Ile budding desepc,. Bracing shown is for Imeral support er Inns nemben onh to reduce bucl.ling length Pro, isions must be made to anchor lateral bracing at ends and specified location determined by the building designer. Additional timing of the morall structure my be required (See HIB-91 of TPI) For specific truss bractng requiremems, contact building designer (Tom Plate Imsimute. TPI is located at 513 4005 MARONDA WAY ;Vwfrio Drim-. hfadison, Wtsconsm 53719) Sanford, FL. 32771 Component Engineering b)- Trust Engineering Co. PA. 811 Souodside Rd. Edcmrn. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE e70050060 247 Medallion PL Chuluotn, FL 22744 Over 3 Supports Scale = 0.6768 Eng Job: WO: ROAK3 Dwg: TI: JS3 Dsgnr: TLY Chk: 8/26/2006 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 v4.7.32-38814 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\JS3.prx I 'Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JS4 Qty:2 DESIGN INFORMATION This design er for an indmdlul building component and has been bald an Info alum prmided by the clwm. The designer daftn s any respombih0• for damages n result of faulq or incorrect Information, specifrealions ard/m design Pomished to the truss designer b) it. clirnl and the mrmetness m oeanra of this information as it may relate to a specific projcel and soaps m resp=bility or etcmtm in control tnth rtprd to fabricouun, handling. shipment and installation of tosses This truss has been designed m an IMhidwl building component in accordance tnth ANSVTPI 1.1995 and NDS-97 to be incorporated as pan of the building design b5 a Budding Designer. When mimed fin apprmnl b5 the building designer. the design landings moon must be checked to be sure that lie data shmrn art in agreement ith the local Wilding codes, loan chmetc accords for mind or emus loads, project peeifirattoo or special applied Inds Unlm shone truss has not been dimugned fm storage or ocaepaney (cods The design assumes mnpnasion chords (top or bottom) am cominunms4 browned b) sheathing unless othemse specified %Vhem bottom chords in lerman art not Polk braced laterally b) a Im W3applied npd ceitintg. the) mould be braced at a maumum spacing of 10,4, o c. Cannes. plate dull he marmfaaumd from 20 page has dipped ph -ad steel naming ASTM A 653. Grade 40. unless chemise mmtn FABRICATION NOTES Prior to fabnatran. the fabricator shall mica this dinning to trill that this dramng is in confoarate pith the ribricoar's plans and to radix a continuing msponsibrlin• for such terifiention Am discrepancies are to be pis in tinting before culling or fabrication Plales stall net be installed oter knotholes, knots c distorted gain. Members shall be cal for light Biting need to neowl bonng Conrrmm planes shall be loomed em bah bossed the Inns pith nails (b11) Imbedded and stall be sin about the joint unlm athernise moms A 50 plate is 5' nick t 4" long A 6%8 plate is 6• code t a- long Slots (holes) con parallel io the plate lengh speettled Double curs on meb mernbers doll wants at the centroid o the nets uden ahernise sMnn Conrcetor pl m uses art minimum sire based on the forty spoon and my reed to be inereased for certain handling and/or erntmn stresses This Inrn is not to be fabneated pith fire retardant treated lumber unless olhernix shorn. For tldrlional idoatiar on Qtu1m Control refer to AN5VT71 1. 1995 PRECAUTIONARY NOTES All bracing and canton remain endations are to be fdlo in! in aaardanee mth accepted industry publientiom Trusses are to be handled mth particular em during hooding and bundling. dcluten• and innnllalian to nand daimage Tcmparar) and pcarant bracing for holding trusses in a straight and plumb position and fm resisting lateral fortes shall be designed andInstalled by ands Carefd handling is essential and emesmn bracing is a"i required Noel precnulionety ration fin trusses rataires such imporan bracing during iwalladon bemecn musses to raid toppling and dummwing The supervision of erection of trusses shall be miler the emard of prnons experienecd in the installation dlmsses Professional a,- shall be saughl if raided Caarntmlion ofcomanctiun loads greater than the design loads shall oat be opplu d to trusses at am time. No Inds other than the night of the erectors shall be applied to trusses until alter all fastening and bracing is emnpined TC: 2x 4 SP #2 BC: 2x 4 SP 02 WB: 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. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horir Uplift Y Type o- 4- 0 1 143 48 -263 B Pin 1- 7- 0 1 60 17 -130 T Pin 1- 7- 0 1 13 0 -7 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE MULTIPLE LOADS -- This design in the composite result of multiple loads. 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. In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-3/3, HOT CHORD 4-0=-6/6,0-3=-1/l, Webs 0- 0=-4/5, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI 0- 0 5 0.00 C 1-8- 4 1 2 4.00 C/L: 1- 7- 0 60a 2. 50" Joint Locations 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 Right End vertical designed for wind. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kst= 1.0 Bld Type= encl L= 38.0 ft W= 1.7 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glaring Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 3 0.00 A 4- 0 -6 0.00 Cr 0- 3 -1 0.00 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2 Horix. 0. 00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 Attach with ( 2) 16d Toe - Nails 5x8 0- 11- I Mt>ich tvilh (2) 0-2- 1 1QiftT1'be-Nails 2.00 0-8- 0 N 143P 8. 00" 139 2.50" t. 1- 8-4 L 4 3 1-6- 0 1-8-4 0 1-8-44 RI - 5- 13) EXCEPT AS SHOWN PLATES ARE -IsMiTek MT20WARNING: 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 shorm on this droning is not ermlion brmang, mind bracing, papal braesng or similar bracing n heh is a pan of the building design and ithich must be considered by the building designer Bracing shmin is fm lateral mppon efimn members will to reduce btckhng length. Provisions must be made to anehor Lateral bracing at ends and specified lealnru dacnnined b) the building designer. Additional bmdng tithe memll manure may be required. (See HIB-91 d TPI). Fm specific inns bracing requirements, mntan building designer (Truss Plate Institute. TPI is loeal d at 533 4005 MARONDA WAY D)Ooofne, Drite. Madison, Wisconsin 53719) Sanford, FL. 32771 Compon-1 Engineering b5. Tim Engineering Co. P.A., 113 Smndsidc Rd. Edenton. NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 1a0050060 307 Medalllon PL Chuluota, FL 32766 Over 3 Supports Scale = 0.7149 Eng Job: WO: ROAK3 Dwg: TI: JS4 Dsgnr:TLY Chk: 8/26/2006 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 v4.7.32-38810 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ROAX3\ROANOKE K 3\JS4.prx I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JSGRD1 Qty:2 DESIGN INFORMATION This design is fat an individual budding evmporcnl and has been based on information presided by the client. The desigrcr disclaims any rnporli for &antes as, a result of fady or inncmreo infon ations specifications and/or designs furnished to the uuss designer by the client and w e mrrtctness or accuaey of ibis information as it may relate to spcedk project and accepts ilia mpor nbdm or a .ses no mewl mnh regard to fabrication, handling, shipment and irWallauon of tmssm This truss has been designed as on nndnidual building compouem in accordance pith ANSVTPI 1.1995 and NDS•97 to be incorporated as pan of the building design by a Balding Desiper. When mmscd for appumnl by the btukbng designer, the design loadings shorn must be checked to be mart that the data sbmrn art in opae 1 pith the local building codes, 1=1 climatic records for mind or — loads, project specifications or special applied loads Unless shown truss has not been designed fa storage or oRLpanct loads The design assuncs comprenion chords (top ot batlom) are continuously braced by sleathmg unless mhemise spmrled Where bottom chords in tension am not fully braced lateral]) b) a properly applied rigid ailiag. Hie)should be braced aim macirman spacing of IQ-0' o c. Connector plain shall be nianufactund from IO gauge hot dipped gahmnized stcel riming ASTNI A 653. Grode 40, unless chemise shomm, FABRICATION NOTES Pnor to fabriatrors the fabri=or shall mien this dram in$ to %crib that this dining is in conformance with the fabricators plans and to reinha a contiouing esp. txltn for such wcrilfeatiou Am diserepuKiew art to be pis in unling before mining a fabrication Plain shill not be insialled men kmtholm knnas or dnsioned gmtn. htemben shall be rat rot light fining mood to wood baring Coruna plain shall be located on both fans of the gnosis nth nano fulh imbedded and shall be s)m about the )pint unless othermsae shows n A 5x4 pt to is 5- nnd- s z' Img. A 6ca ptatc is V cede c g' bit Slots (holm) sou parallel 1G the pate length specified Downed- cuts on web nw rd—shall meet at the eenwid of the webs unless owhermise showwn. Connector plate sins art minimum sizes based on the form shuwwe and ma) need to be increased fa amain handling aM)or e=i- a — This truss is not lobe fabrfated nub fnm rtrardsm treated lumber sates othmnse slonn For additional information on Quaint Control rtfet to ANSVT?l 1.1995 PRECAUTIONARY NOTES All brxtng and erection recommendations art to be followed to accordance nth accepted inducer) pubhicatioia Trusses are to be handled vwuh panicidar art during banding and bundling, &II—) and imtalintion to void damage. Temporal and permarcan bracing fa holding trusses in a nmiglu and plumb position and fa resisting ateal form shall be designed and installed by others Careful handling is ess-mial and elation bracing is ah%shs required Normal prectuultonary tmmn fa trusses requires such temporary bracing during itmaltatiou timmen tmsus to owoid toppling and domiming. The supeninon of canon of tn¢ses shall be under the comml of personstayeru:sccd Inthe installation of into Pralawo tali ad%ice shall be sought of needed. Concentration of construction loads greater than the design loads shall not be applied to trttSs at art) time. No Inds other than the meighl of the venors shall be applied to tnnsn until after all fastening and bracing is TC: 2x 4 SP N2 MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 composite result of multiple loads. WB: 2x 4 SP #3 Shim or wedge if necessary to achieve full 2x 4 SP #2 4- 4 bearing. All COMPRESSION Chords are assumed to be In -Plant Quality Assurance with Cq= 1 continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- RightEnd vertical designed for wind. X-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, CiC, V= 125mph, 0- 4-13 1 362 173 -511 B Pin B- 15. 0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 5- 2- 4 1 237 0 -362 B B Roll Bld Type= encl L= 57.3 ft W- 5.2 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in END zone, TCDL= 0.0 psf, BCDL= 0.0 pof FORCES (lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Req TOP CHORD 1-2=-63/25, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr HOT CHORD 4-0=-265/l74,0-3=-24/21, 3- 2 254 0.09 C 0- 0 248 0.39 C Webs 3-2=-101/254,0-0=-169/248, 2-2- 9 0-6- 1 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 -60 2- 0- 5 BC Vert L+D -13 2- 0- 5 TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 63 0.34 C 4- 0 -265 0.35 0- 3 - 24 0.46 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.16/xxx 0.04/xxx 4 Boriz. -0. 03 -0.05 NA Max DL Deflection L/xxx = -0.12 Long term deflection factor = 1.50 5-3- 0 1 2 3.33 160# 1. 68 2s4 Attach with ( 4) 16d Toe - Nails T 1- 4- 1 0-7- 8 4 O 362M 9. 56" 2379 1.50" 5-3- 0 4 3 Attach with ( 2) 16d Toe - Nails 1-7- 9 5-3-0 111- 8- 5) 13ff 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• Maronda Systems Bzng shm%nouthn dmn is not erecion bracing. mind bracing. penal bracing or similar bracing%which its Pon of Dsgnr'TLY Chk: the budding &- sign and which must be considered by the Wilding dnigrcr. Bracing shomm is for lanenl support of wss members only to reduce buckling length Prmisions must be mode to anchor lateral boxing of ends and specifded TC Live 16 . 0 s f locations delerminedbythebuildingdesigner. Additional bracing of the owtmll structure may be required. (See IUB•91 P Scale = 0. 5789 WO: ROAK3 TI: JSGRDI 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA A 'I z,>_1AAn1 I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:JSGRD2 Qty:2 I DESIGN INFORMATION This design is for an indnidual building component and has been bawd on knforrnurion pnnided by the client. The designer diselamt am responsibility fw damages as remelt of faulty at incorrect Information, specificamns and/or designs furnished to the tins designer b) the client and the correctram or accuracy of this Infonoalton as it Marcmottoospecificprojectandacasan responsibility or mmises an control nith mprd to Cahn lion, handling. Wpmal and irmalladon of tomes This truss has ban designed as an rdhidlml buildingrcompaminnon, race nith ANSVTPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer When mimed for apprmil b) the Wilding designer, the design loadings shone must be checked to be sum that the dam shorn maminagraeol mth the local building codes. local climatic records for nand a soon Inds. pro3en specifications, or special applied lands Unless shoaac truss has not ban designed for sorage or omportry loads The design assumes comprmtoo chords (top or bottom) am contirc round) braced by sheathing unless othemse specified 1Vhem bollam chords in tension are not fully braced laterally by a property applied rigid ailing, the) should be broad at a a armmim spacing of 104' o c Connector plain shall be mi mdxtured it= IO page hid dipped gahiniced slat rneeung AS711 A 653. Grade 40. unless at erntse shorn FABRICATION NOTES Pnor to 6bricauon. the fabdator shall m ern this dinning Ica'erect) that this droning is in conformance niih the faimcatars plans and to malin a continuing respa¢Ibllay for such scrifrnrion. Any discrepancies am to be put in nriting before tuning or Pabncatnn Plain shall not be installed inn krgholes. knots or divorced gram Members shall bear for tight fining hood to rood boring Connector planes shall be located on bah Lacesof the tom anth nails fulh Imbedded and shall be scam, abow the pint unless olhemaw shone. A 50 plate is 5' ride < a' long A 6a11 plate is 6' ride < P long Sias (hDks) ism paolicl to the plate length specified Double ass on neb members shall mat at the centroid of the nobs unless othemise shoran. Connector plate sixes am minimum Aces based on the foss shorn and may need to be increased fa certain handling and/or oration emotes This ( nm is not to be fabnatd With fart retardant treated limber anles aherntse shonn. For addidoeal irdomurion on Qmltt3 Control refer to ANSVfPI 1. 1993 PRECAUTIONARY NOTES All bracing and crectum recommendations am to be follemed in accordance nigh accepted irdusr) publealiom Trusses am to be handled oath particular cart during handing and handling. delner) and Insm1hruon to aaoid d, mage Temporar3 ondpernaneni bracing fa holding times in a smrghl and plumb position and for nsistmg lateral form shoal be deugnd nndinsalld b3 others Careful handling is essenual and oration bracing is alnikn required, Normal preamiooary action fa itlmes repmra such temporar) bang during installation tetnea t- to.,aid toppling and dominoing. The s penision ofeation of uutas shall be undo itae anlml of persom ecperiencd in the Italian of lr SSCS Professional Baia Shall be ought If reeled Coneenlrauon of consiruclton lads Baler than the design kids shall not be applied to menses at cam time, No loads other than the Weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed TC: 2x 4 SP N2 BC: 2x 4 SP 02 WB: 2x 4 SP 03 2x 4 SP # 2 4- 4 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 L= 57.3 ft W= 5.2 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 -65 0.36 C 4- 0 -281 0.35 0- 3 -25 0.42 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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- 4-13 1 364 171 -509 B Pin 5- 2- 4 1 276 0 -360 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-65/32, HOT CHORD 4- 0=-28l/l82,0-3=-25/24, Webs 3-2=- 126/261,0-0=-179/266, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 07/310 0.07/637 1 Horiz. -0.03 - 0.05 NA Max DL Deflection L/413 = 0.00 Long term deflection factor = 1.50 5-3-0 I 2 3. 33 1480 1.68 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 -18 1- 4- 4 TC Vert L+ D -48 3- 7- 4 BC Vert L+ D -14 1- 4- 4 BC Vert L+ D -34 3- 7- 4 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 261 0.09 C 0- 0 266 0.38 Attach with (4) 16d Toe -Nails T 1-4- 6 1 t 0- 7-2 I 364N 9. 56" 276t1 1.50" 5-3-0 4 3 1- 7-9 5-3-0 RI - 8- 5) 1411 30 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 Bracingshmmmthusdmsingismcnnionbracing, rendbracing,portalbracingorumilarbraving nhkhisopanof the Wilding design and uhich raw be considered by the Wilding designer. Bracing shman Is fa lateral support directs memben only m rdua buckling lenph Prm isiom mum be ran& to amber lateral bracing at ends and specified locations determined by The Wilding designer. Addriowl bncing of the memll stricture =3 be required (See HIB•91 of TPI) For specific ims bracing requirements. contaa building designer (Toss Plate Institute, TPI is looted at 533 4005 MARONDA WAY MOtlofrio Drim Mcl,"n"Wisconsin 33719) Satsfordt FL. 32771 Component Engineering by: Tram Engineering Co.P.A. tit Soundzide Rd. Edoucn. NC 27933 407) 321-0064 Fast (407) 321-3913 TOMAS PONCE P. E. LICENSE d0050068 367 Medallion R. thuluota, FL 32766 Attach with (2) 16d Toe -Nails Scale = 0.4547 Eng Job: WO: ROAK3 Dwg: TI: JSGRD2 Dsgnr:TLY Chk: 8/26/2006 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 v4.7.32-38804 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ROAX3\ROANOKE K 3\JSGRD2.prx I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MHS1 Qty:1 DESIGN INFORNIATION This deign is for an (nditidtml building component and has been baud on information pro, ided b) the diem The design dischines any responsibiliq for damagn as a result of fmilq• or incorrect informatio1% speclftatiom and/or designs famished to the truss designer by Ile cliem and the correctness or accuracy of this infornauon as it ma) relate to a q-nc Pruden and accepts no respowluilly or exercises no control mth repro m sbfledtiom handling. shipment and in rallalron of basses Tlut trios has been designed a aer indntidtal building mmpotent in accordance nnh ANSVTPI 1.1995 and NDS-97 to be incorporated as pan of the building design b) a Building Designer. When mimed for appro,al by the building designer. the design loading shoon mast be checked to be sure that the dam shoun are in agecment pith the 1=1 building codes. Iml climmic records for aind or stairs loads_ project specifications or special applied loads. Unless shmsTM wss has not been designed for storage w occ.MM lords. The design assume compression chords (top or balm) are com nuoush I rad b) slcatldng umen othmise specified Whom broom chords in tensiou are not IWhbrand mtemlry• by a property applied ngid enling. they should be braced n a maximum spacing of I V-0' o c Connector plain shall be manufactured from 20 gauge by dipped phonind steel mating ASTM A 653. Grade 40. unless othemiu charm FABRICATION NOTES Prior to fabrication. the fabnalor shall mien thus dramng to serf) that this droning is in conformance unh the fabriatoh pbm and to maliu a continuing asponsibiliq for such serifiatmn Any discrepancies are to be put in naiting before coning in fabricil Plats shall not be installed o,er knotholes. keels or distorted grain. Members shall be cot for tight filling stood to rood bearing Conaetor plsta shall be looted on bah fnm of the men noh nails full imbedded and shall be s)m about Ihejoim unless o,hnnse shone A Sxs plane is 5' aside a a' long. A bag plain is 6' code x t' long Slurs Nola) con parallel to the plate length specified Double cots on neb member shall toes as the cenuuid of Ibe nets unless oihernise shotsn Comaecrm pine siresareminimum sirs bnYd m the tones shown and rim) nod to be ircruscd for anain handling and/or erection stresses; This trim is not to be fabricated Stith fire mmrdam tressed lumber unless othennu shorn For additional isiftlmenron m Qualm Control rein to ANSMI 1.1995 PRECAUTIONARY NOTES All bracing and eranion rcmmmendatiom are to be folloued in accordance pith aacpled industry publications. Times are to be handled nith panicolar core during banding and bulling. dclnery and installation to maid damage Tempomn and permanent bracing for holding rrasses in straight and plumb position and for res( sitng farm] form shall be designed and installed b) outer Careful handling is menial and erection bracing Is alms required Normal prcautnorury action for irmn recimm such temporal) brat,.& donna instillation bersseen imitates to void toppling and dominoing. The supcnision ofe ection of trusses shall be under the annual of persons c pericnad in the nnnallstion of Inures. Professional adsice shall be sought if reseeded Concentration of sunssriction loads greater than the design loads doll col be applied to tomes al on) time No Inds other than the urighu of the erectors shall be applied to Ovals; until after all fastening and bracing is completed TC: 2x 4 SP N2 2x 6 SP #2 2- 4 BC: 2x 4 SP 82 WB: 2x 4 SP a3 2x 4 SP N2 2- 6,4- 6,0- 0 Cl: 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, CLC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Act= 1.0 Bld Type= encl L= 18.8 ft W= 18.8 ft Truss in END cone, 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=- 2192/1897,2-3=-2146/1734, 3-4=-2146/1733, HOT CHORD 1-0=- 1274/1321,0-7=-1797/l966, 7-6=-1822/2002, 6-5=-33/42, Webs 2-7=-480/ 683,2-6=0/198, 6-3=-362/368, 6-4=-1757/2228,5-4=-24/102, 0-0=0/0, 1-0=-522/611, 3-9-3 0- 6- 6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- Thisdesign is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 4- 6 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 14'. WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. Cr 2- 7 683 0.22 C 6- 4 2228 0.91 C 2- 6 198 0.03 C 5- 4 102 0.06 C 6- 3 368 0.09 C 1- 0 611 0.22 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.14/906- 0.28/781 6-7 Barite. 0.04 0.09 NA Max DL Deflection L/999 = - 0.14 Long term deflection factor = 1. 50 Joint Locations 1) 0- 0- 0 4) 18- 9- 0 7) 6- 3-11 2) 6- 0- 0 5) 18- 9- 0 8) 0- 0- 0 3) 12- 4- 8 6) 12- 4- 8 Right End vertical designed for wind. In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 6 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 854 210 -849 B Pin 18-11- 0 1 807 0 -616 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -2192 0.66 A 1- 0 1321 0.36 2- 3 -2146 0.37 A 0- 7 1966 0.46 3- 4 -2146 0.38 A 7- 6 2002 0.60 6- 5 42 0.26 6-0-0 12-9- 0 I 22 3 4 6. 00 . 3.00 0- 8-0 8s4a 10- 18- 9- 0 0- 1-1 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 Systems Bracing shoust an this droning is nor erection bnrcnng. uind bracing, portal bracing or Lim lar bracing Much is a pan of the Wilding design and ranch mini be considered by the budding designer Bracing shown is for lateral suppon of imss members only to reduce buckling length. Pivisions must be nude to anchor bicml bracingin ends and specified locations dctetmined by the Wilding designer. Additional brocing of the o,emll stricture may be required (See HIB-91 of TPI) For specific in na bracing requirements, mnixt Wilding designir.aniss Plate Institute. TPI is looted at 523 4005 MARONDA WAY WOnofrio Drim, Madison. Wiscomn 53719)• Sanford, FL. 32771 Component Engitoenng b): Tim Enginonng Co, P A,. I IS Smndsnde Rd, Edenton, NC 27932 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE 900050060 367 Medallion Ft. Chuluota, Fl. 327Ci 2-1-7 0-.-8 4 3- 0-14 3- 6- 6 1- J4-15 T s07a 3. 00" 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 Scale = 0. 2509 WO: ROAK3 TI: MHS1 8/26/ 2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.32-48808 l Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MHS2 Qty:2 DESIGN INFORMATION This design is for an indkidml building component and has been baud on mformatian prmidod by the Chem The designs disclaims uq resporabdih for damage as a result of faulq or incorrect informaiioa specifications and/or designs furnishd to the truss designer by the client and the mrseciness or oattracy of this Idormation as it ma) relate to o spectfrc pmjm and oaxpis not respontrbiliq a exercises no coned oath regard to fabrication. handlm& shipment and installation of tense. This Inns has been designed as norindhidrnl building corgpnxm in accordance unh ANSUTPI 1.1995 and NDS•97 to be incorporated as pan of the Wilding design b) a Building Designer. When mimed for apprmil by the building designer. the design loadings shorn "" he chodd to be sure that th. data shomst one in agreeneft pith the local bolding codes Iocoh climmie retards for nid or snot loads, project specifiemio s or spinal applied loads UnIm shmm imss hum been designed for storage or oceupaM loads The design incomes compnessuon chords (top or bortom) one continuous]) braced b) shmthing unless othernise specified where bottom chords in Ienaon art m Nlh braced laterally by o pnpoh applied ngd ailing. Ihc. should be bead a a maximum spxmt of 10'40 o e Commotion plates shall be mandactocd foam H) gauge hot dipped gahinined sicel meeting ASThI A 655. Grsde 40. odes othentsse shorn FABRICATION NOTES Prior to fabncalmn tie fbbricotm dull mum this dnning la-!) that This dinning . in cudomaaee pith the fabricators plans and to rnlinz o continuing respowbil,q for such trnfimlion Any discrepancies arc to be put in toiling before cutting. fabrteslion Plain shall m be installed men kmholm knots or dnsioned grain Member shall be cut for light filling nod to mood baring Connector plaits shill be located on rah fans of the I- mith it, fulq umbCddcd and shall be s)m. tabor the joint unless dhermise shout. A 50 plate is 5- ride x 4• long A 6d plate is 6- mde x P long. Slots (holes) inn parallel to the plait length specified. Double cuts on n eb members shall meet at the centm,d of the nobs unless dhe-st.honv Conneetorplatesimsartminimum arts boQd an the fonts slemir and may need to be mncosd for certain handling "Wor erection mesa This trap ism to be fabricated math fine retardant trotd lumber unless ohneiae shmm For additional infomauon on Quality Comml cafes to ANSMI 1.1993 PRECAUTIONARY NOTES NI bramng ad erection nefarimnnidalians are m be fdlormd in aaordasce nth am, ed industry publications Tema are to be handled nith panmilar core during Wiling and bundling. deli-) and installation to maid damage. Temporary and permanent bracing for holding trtosict, in a suoughi and plumb position and for resisting lateral forces shall be designed and itmalled by others Careful handling is essential and erection bracing is shims regwmd Normal pnecomimury acrian for In,sses requires such lemporan bracing during inmallauon bemten mlerses to avid toppling and domimng. The supenision of .rectum of inusxs sha11 be under the corral of persons experienced in the installation of torts professional adi let shall be sought doredd Conmttintion dcdWrunran Inds granter than the design Inds shall no be applied to trusses at om um.. No loads other than the netghl of the crecton shall be applied to trusses until are, all futcaing and bracing u mmpheted TC: 2x 4 SP 42 BC: 2x 4 SP 02 WB: 2x 4 SP 83 2x 4 SP #2 0- 0 I]: Plate(.) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. Right End vertical designed for wind. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift Y Type 0- 4- 0 1 468 234 -396 B Pin 10-10-12 1 460 0 -624 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 0.17/735 0.17/735 3-2 Horiz. -0.02 -0.03 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 EXCEPT AS SHOWN PLATES ARE 0-8-0 468# 8.00" Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 38.0 ft W= 11.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 pelf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1287 0.46 A 1- 0 -918 0.27 2- 3 -130 0.32 A 0- 5 -1390 0.35 5- 4 -1386 0.40 WEB. ..FORCE..CSI. Cr • .WEB. ..FORCE..CSI. Cr 5- 2 215 0.07 C 4- 3 198 0.12 C 2- 4 1271 0.59 C 1- 0 -472 0.15 C I1-0-0 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. In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1287/1273,2-3=-130/97, HOT CHORD 1-0=-918/857,0-5=-1390/1203, 5-4=-1386/1202, Webs 5-2=-49/215,2-4=-1090/1271, 4-3=-57/198,0-0=-270/179,1-0=-472/328, 4609 2.50" 10-8-8 6 5 4 10-8-8 0-1" IV ( RI- 5- 6) MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Bacmg sham on th sdram ing ism e,ectmnbmcing.„idmbrng. portal bringmin¢ or similar bracing h is a pan of the Wilding design od tihich muse be considered Iq the building designer. Bring shmiv is for lateral support of buss membersoq to reduce buckling length Pmsisions mug be made to awhor lateral bracing at ends ad specified Doti. --..+ mind by the buildsng designer. Addnioml bracing of the memll sincsum ma) be rcqutmd (See HIB-91 ar TPI) For spaif c Inns bsa.ng requ,remnM Doom. building dmgmr (Tens Ptatt Insinoe. TPI Is located al 5g3 4005 M A RON DA WAY D'Onofno Dme. Madison. Wtscunsim 57719). Sanford, FL. 32771 Component Engneenng b)a Trtm Engineering Co. PA. gig Soudside Rd. Edenton. NC I793I 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a0050060 397 MedsOion L Chuluola, FL 32766 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 vsf Scale = 0.3739 WO: ROAK3 TI: MHS2 8/ 26/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MHS3 Qty:2 DESIGN INFORMATION This design is for an tustme eil building ant, i and has been bused on information prosided by the client The designer disclaims am respotwbthp• for domgn as a result of faulq or incorrect information. specifications and/or designs Ibmisled to the truss design b) the client and the correctness or accuracy of this information as it mas relate to a specific project and oecegs an responsibility OF eeemxs no comml nath regard in fabrication. handling• shipment and installation of nasses This truss has been designed as on mrndrndwl building component in aoctud ace with ANSVMI 1.1995 and NDS-97 to be incorporated a pan of the building design b) a Building Designer. When --,d for apprmil b) the building designer. the design loadings stain "m be ehecktd to be sure that the dm degrmm demoartinarewith the 1=1 building coda local climatic records fa nind or snore Icodf, project sp ci0cations or special applied Inds Unless shorn tiro has nor been designed for storage or occupancy loads The design assumes compression chords (lop or bosom) art continuously braced by shothung unlessotemise specified Whcm bottom chords in tension art m fully braced btmll b) a properly applied rigid ceding. they should be braced at a rraaimum spacing of I(r-0- o e. Connector plates shall be mumafacroscd from Ica gauge hot dipped gal, m,ed steel meeting ASfhl A 653• Grade 40. uNm calemise shemn. FABRICATION NOTES Pram to fabrication. the fabricator shall rmaen this dining to strnfy [bar this drammg a in conform race pith the fabricatios plans and to realin a continuing responsibility for such stnficatmn Art decrepa .M art to be put in uling before curling or fabrication Plan shall m be instilled mtr kmholes knots or dnstoned Simi Members shall be cut fro tight Boring hood to mod baring Connector plain ,hull be looted on bah fans or the taus nude mends full) imbedded and shall b: s\m about the joint unlm orhrmax shone. A 50 plate is S' nide e s• long A 6%t plate is 6- u rde a to long. Slats (holes) run parallel to the plate length specified. Double cats on reed mernben shall mat at the cemm id of the uch unless abrmse shaomn Connector plate aims art minimum size hod an the form theta and may reed to be m cmased fa certain handling and/or MKlon stresses This truss is not to be fabrioted urns ire retardate treated lumber unless mbennse shone For additional informal -on Qualm Control Fern to ANSLnvi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be folloned to aecordaraa mn[h aaapedindustry publaatim¢ Time are to be handled nith particular are during banding and bulling. delhery and installation to mold damage. Temporary and permanent bracing for holding trusses in a straight and plumb posltun and for resisting lateral form shall be designed and installed b) ands CamfW handling is essrmial and erection bracing is nimns required. Normal precaima ary mu" fro toasts rMarms such mmpoan bracing during installation bnnan trusses to aso,d toppling and domimng The mpe. ision of enetim of muses shall b: under the mniml of persons eryeneneed in the mnslallalon of Irinsses Professional odsice shall be sought oar r tided. Cow tration ofanstrtxtron laa loads greater than thedesignlads shall m be applied to trusses at am time No bads she, than the ueughl of.tle erectors shall be applied to trusser umil after, all Rvemng and bracing is TC: 2x 4 SP a2 BC: 2x 4 SP # 2 WB: 2x 4 SP N3 2x 4 SP #2 7- 7 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 38.0 ft W= 11.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/ or Glazing Req WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 2- 6 -274 0. 08 C 5- 4 -379 .0.13 C 6- 3 132 0. 03 C 0- 0 168 0.09 C 6- 4 786 0. 25 C 3-3-3 0- 6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift Y Type 0- 4- 0 1 545 125 -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. 1- 2 -1082 0. 18 A 7- 0 845 0.26 2- 3 -794 0. 23 A 0- 6 1038 0.36 3- 4 -724 0. 16 A 6- 5 38 0.15 7-6-0 T 2 4.00 2. 00 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 FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 1082/838,2-3=-794/589, 3-4=-724/613, HOT CHORD "A-0=- 681/845,0-6--81l/l038, 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, 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 3-6-0 3 4 40 U4 0-8- 01 I 545N 8. 00" 465N 2.50" t 7-4-4 , 3- 7-12 , 7 6 5 41- 4- 8 121- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 fMaronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWOOS0060 367 Modalllon PI. Ehuluota, FL 3276C 11-0-0 KING: Eng Job: ALL NOTES ON THIS SHEET. A COPY OF THIS QRAWING TO BE GIVEN TO vING CONTRACTOR. BRACING WARNING: DWg: sham on this draning is rm[ erection bracing. rand bracing portal bracing or similar baring uhich is a pan of D Sgnr • TLY Chk. ding design and n hkh ratm b: anudered b) the building designer. Bracing damn is for lateral support of toss 16 0 s only to redtQ buckling length Prmisiont must be made to anchor lateral bracing at ads and specified s detrnmned b) the building designer. Additional bracing of the mtrall stricture my be required. (Sou HIB-91 TC Live psf p For specific taubrxing requirements. camel building detignec(Tnm Plate Institute. TPI is bated at 587 TC Dead 7.0 0 io Drht. Madison. Wisawn57719) psf p eel Engmering byTruce Engineering Co. P.K. gig Soundsidc Rd, Edenton. NC 27932 BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 isf Scale = 0.4860 WO: ROAK3 TI: MHS3 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-38808 I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MHSGRDI Qty:2 ' DESIGN INFORMATION This design is for an indhidual building component and has been based on nnfornertion pasided by the client. The designer dixlaum am mcporm'blin for damages as a recall of faulty w trnarrm tnfomebon, specifnolms and/or designs runnished to the Ira designer b) the client and the correctness or accuocy of this information as n may relate to specific pmjm And accepts net respowbnlm or etemses no control utth regard i fabricaim handling, shiprnem and installation of limes Tlus buss has been dcsagned as an indns idual bwldnng corns a In accordance nith ANSUfPI 1-1995 and NDS-97 to be incorporated as pan of the building design by o Bwldiag Designer. When miead for ammnol by the building designer. the design kodinp shone must be checked to be due that the dam shone are in agnrnem niith the load Wilding codes. local climlic records for and on sasy Inds, project speallationns or special applied Inds Unless slang teas has not been designed for norep w - , icy Inds The design assumes compression chords (top or bottom) are continwtsly braced by sheathing unless mhensise specified Where baton chords intension art notfulh braced mtemlly b) a properk applied rigid ceiling. tM should be braced al a masimora spacing of IQ-00 o c. Comector plain shall be manufaenared horn 20 gauge lies dipped ph --.ad heel nnening AST1.1 A 633. Grade 40. unless othensise shmin FABRICATION NOTES Pnor to fabneuion the fabricator shall mini this dmniing to scnlC that this droning is in confomuuec uith the fabnamfs plans and to realize a continuing responsiblit) for such serillolion Any discre aides are to be pm in nriting before, totting or fibriaron Plates shall not be installed men knotholes, knots or didond grain Members shall be M for tight fitting nod to nod bearing Contactor planes shall be located on both ram of Ztrue frith nads fully imbedded and shall be nor ab use jointunless alen.ise sham A 5ai pbe is 5' nide s 2- long. A 6%3 prole is 6' nide t g- long Slots(holes) nisi parallel to the plate kngib speMd. Double cuts on nicb members shall mat at the centrord of the m clog unless othemse shmin Connector P121e sues ore minimum aim based on the form shonT and mess and to be I. K.cased for armor. handling and/or erasion sane This tram is nor to be fabricated nsith lire rcnardai nt tread lumber unless othcmnse sh m- For aMl o.l infomtation on QtmlrO Control rein to ANSUfPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection reammendauons are to be follond tin accordance mlh accelaed iidustry publications Trines are to be handled nith particular are during banding and bulling. delivery and installation to maid damage. Temporary and permanent bracing Jon bolding trusses In steright and plumb positron and for resisting lateral form shall be designed andnnsialld b) others Carew handling is essential and erenion bracing is ohms required Nomul precautionary action for trusses require such temporar) bracing during installation beh,- 1-.a .,.d toppling and domiming. The supenisan of, ecti. f imvn shall be wrier the control of persons experienced in the rsullatim of 1_ Professional deice shall be sought if needed. C.=nimuon of mnstrwim lwds gnmler than the design loads shall not be applied to truss at an) lime. No Inds other than the neighs of the crectars shall be applied to tnunme, until afro all fastening cad bracing is completed TC: 2x 4 SP M2 -- MULTIPLE LOADS -- This design is the BC: 2x 4 SP #2 D composite result of multiple loads. WB: 2x 4 SP #3 Right End vertical designed for wind. 2x 4 SP N2 2- 4,6- 6 WndLod per ASCE 7-02, CLC, V= 125mph, All COMPRESSION Chords are assumed to be H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 continuously braced unless noted otherwise. Bld Type= encl L= 38.0 ft W= 11.0 ft Truss This 1- PLY Hip Master designed to carry in END zone, TCDL= 0.0 pef, BCDL- 0.0 Poe 31 01, open jacks (no webs) across center Impact Resistant Covering and/or Glazing Req and Hip Jack Truss framed to BC Supported span based on int. wind zone. In -Plant Quality Assurance with Cq= 1 Bracing Schedule: In -Plant Quality Assurance, per Webs Brace Pt Joint to Joint sec. 3. 2.4 of TPI-1-02, for joint(s): 1/2 2- 4 4 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Max Tension 1X4 continuous lateral bracing attached with TOP CHORD 1-2=-2674/425,2-3=0/31, 2- lid nails each member where shown.Bracing HOT CHORD 6-0=-302/1810,0-5=-395/2542, MUST be positioned to provide equal unbraced 5-4=- 393/2319, segments OR 2x4 "T" brace may be nailed flat Webs 5- 2=-8/957,2-4=-2346/398, to edge of web with 12d nails spaced B" o.c. 4-3=- 206/74,0-0=-94/720, Brace must extend at least 90% of web length WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 2x6 Brace required on any web exceeding 141. 5- 2 957 0.31 C 4- 3 -206 0.04 C--------GLOBAL MAX DEFLECTIONS--------- 2-4 - 2346 0.46 C 0- 0 720 0.62 C LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.24/496-0.50/240 4-5 Horiz. 0. 06 0.11 NA Max DL Deflection L/467 = -0.26 Long term deflection factor = 1.50 T 0- 6-6 2-3- 3 1 . t 0-8- 0 887N 8. 00" 4-6- 0 6-6-0 4.00 0f 4- 4- 4 6- 7-12 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- 6- 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 -513 4- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 887 -62 -315 B Pin 10-10- 12 1 734 0 -139 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 2674 0.62 C 6- 0 1810 0.55 2- 3 31 0.76 C 0- 5 2542 0.93 5- 4 2319 0.95 T 1- 5- 0 0-7- 6 II 734H 2. 50" 1-4- 8 11-0-0 Ri- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTe( MT20 513.I11 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Maronda SystemsDmclngslot% mmihisdmuingismtercnanbmcing nsind bracing. portal bracnngorsimnlarbnxingsihich is pan of Dsgnr: TLY Chk• ile building design and"hind Auto be considered b) 1he budding designer Bing s1 u 4 for mural support of muss Iiemben onl) to rd= bmUing length Pmnisions rams be nude to anchor lateral bracing at ends and specified TC Live 16.0 0 sf locanomdetermined b) roc building dnigner. Additional bracing of Ile merall unxture ma) be required. (See HIB-91 i2 of TPI For spcnfa truss brxing mgutmnenm contact budding designer ffrss Plate Institute, TPI is located at 583 TC Dead 7.0 ps f 4005 MARONDA WAYWOnufnoDrimMadison, Wisconsin 53719) Sanford, FL. 32771 Cornporern EnVn gb)-Tnm Enginecnng Co, PA.,ala Sandside Rd.Edemon, NC27932 EIC Live 10.0 pef 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE $90050060 BIC Dead 10.0 psf 267 Medallion PI. Chuluota, FL 3276C TOTAL 43.0 psf Scale = 0.3310 WO: ROAK3 TI: MHSGRDI 8/ 26/2006 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.32- 38809 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\ROAR3\ROANOKE K 3\MESGRDl.prx I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:MS1 Qty:ll DESIGN INFORMATION This design is for an indnidual building component and has been based col information prmidcd bs the der. Th designer disclaims arq• respoaibihry for damages as a milt of faulty or incorrect information, specifications and/m designs rurmshed to the um designer b) the client and the correct -fir ace-) of ilia information m it may relate to a specific project and accepts era responslbrinq or esmches no comical nnh regal to fabrication. handling, shipment and installation of trusses This truss has been designed as an indnidal building comporcal in accordarnca nith ANSUTPI 1.1995 and NDS-97 to be incorporated a pan of the building design b) a Building Designer. When mieacd rem appnmssl by the building designer. the design loadings sham muss be checked to be core that the data sh are are In agreement meth th local building codes, local climatic records fm mend or inn loads. Irojm speeiftotions or spinal applied loads Unless shaslot h m trusshasbeendesignedfor storage or oecupann Inds The design asswncs compression chords ( top or hot:=) are continuously brand by shaming unless othemnse specified. Where bottom chords in tension am not fnlh brand laterally by Property applied rigid ailing, the) should be breed at a inaam citspacing ofIU'.0- o C. Connector plates shall be manufactured from 20 gauge hot dipped gahanired nee1 mining AMI A 653. Grade 40. unless othmmnse slioon FABRICATION NOTES Prim to fabrication. 0e fabrtcomr shall ruins this dining to merih• that this droning is in conformance pith the fabricator's plam and to realm a continuing respomibilm for such senfmcation. Am ducreparncies are to be pm in uniting before tuning or fabncaiion Plate shall not be installed mar knaboles knots in distorted grain. Member dull be cut for tight filling naafi to hood bearing Common plates shall be looted on bah fans of Ili trim mot nails firth imbedded and shah be ssm. about the jam unless othemm shorn, A 5cs plate is 5- code c V tong A 6c1 plate is 6' code c g- long Slots (holes) rim porallcl m tic plate lengh specified Double cuts on aeb members shall rim as tic cem med of the nobs unit= othemsse shun Corrrmor plate urn ass mimmum slsa based on the faros shorn and may reed to be inertased (m ecnain handling and/or erection stresses This truss is not to be fabricated nith fire retardant acted lumbct unlessotherwise shoran For additimal information on Qualit) Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES NI timing and erection rewmncMauoa are to be follomed in accordance pith accepted induur) publications Timm ass to be handled nith particular care during bonding and handling. delnep and installation to mold damage. Temporr) and permanent bracing for holding Irma in a straight and plumb position and for resiuung lateral forces shall be designed and installed by others. Careful handling is esnal and ereniw bracing is olma) s required. Normal prcmutroar) action for trtusucs requires such temporr) bracing during installation betnecn trusts to mod toppling and domiroing. The wpcnisim of cmwon of Irussa shall be inrukr Ili conitaI dpctsans cMzrieneed in the installation of in- Ror ional nddol l all be sought ref neededColeenwtion of construction loads grater Iban Ili design Inds dull rim be applied to trtaso.1 an., umc. No bads other than the weight of the crenon shall be applied to tru=ea omit Act dl raaemng and bracing is TC: 2x 4 SP #2 - BC: 2x 4 SP #2 WB: 2x 4 SP N3 2x 4 SP #2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. MAX. REACTIONS PER HEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 532 314 -557 B Pin 10-10-12 1 460 0 -598 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 0.17/562 0.17/727 3-2 Horiz. -0.02 -0.03 NA Max DL Deflection L/750 = 0.00 Long term deflection factor = 1. 50 10- 8- 8 I 2 3 0-8- 0 532H 8. 00" Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Right End vertical designed for wind. In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2 FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=-1287/ 1328,2-3=-130/114, HOT CHORD 1-0=-940/ 857,0-5=-1424/1203, 5-4=-1421/1202, Webs 5-2=-49/215, 2-4=-1090/1313, 4-3=-57/190,0- 0=-270/152,1-0=-484/328, 4.00 2.00 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 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= 10. 7 ft W= 10.7 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 1328 0.56 A 1- 0 -940 0.27 2- 3 -130 0.39 A 0- 5 -1424 0.35 5- 4 -1421 0.40 WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 5- 2 215 0.07 C 4- 3 190 0.14 2- 4 1313 0.59 C 1- 0 -484 0.15 0 4609 2.50" 10- 8- 8 6 5 4 I, 1- 4-8 10- 8-8 t RI - 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 11111: Dwg• Marorida Systems Bracingshmmaonthisdmningisalcrectmo.bracing,,dbracingportal bracingorsimilar bracing iduchisapan of Dsgnr TLY Chk thw e building design and hich must beconsideredb) the building dmit ner. Bracing shmin is for lateral support of truss . members onh to red= buckling length Prmisioa mail be mule to anchor lateral bracing at ends and specified TC Li16 . 0 psf localtaa determined b) the Wilding designer Addaloal bracing of theoverallstructuremayberequired. (See HIB-91 Live p of TPI) For specific trim bracing mquiremems contact building designer. finm Plate laoilmt. TPI is located al Sal TC Dead 7.0 psf 4005 MARONDA WAY D'Onofrio Drime, Madison. Wisconsin 537191 Sanford, FL. 32771 Component Enpnecring b). Trim Enginecnng Co.. P. A. gig Soundside R4 Edenton, NC 27912 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE tf0050068 BC Dead 10.0 psf 367 Medallion PL thuluola, FL 32794 TOTAL 43.0 psf Scale = 0.4112 WO: ROAK3 TI: MS1 8/26/2006 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\ Work\Jobe\ ROAK3\ROANOKE K 3\MS1.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:ST1 Qty:3 DESIGN INFORMATION This damn is fro an indnidoal building component and lies been based on mnfomauon provided by the client. The designer hsclairm am respmuibihn for damages as a result of fault) a incorrect infor auoo, specifrmtio s and/or design furnished to the trim designer b) the client and the mrrmnas m accuracy of this infortmircn in it may relate to o specific prolml and accepts an responsibihq or rcessses m control nith regard to fabrimuoa handling. shipment and installation of ttuuu This trust has been designed as an indnidual building mmparem in accordance pith ANSV PI 1.1f95 and NDS-97 to be incorporated a pan of the building design b) a Building Designer. When mimed lot approval bit - the budding designer, the design loadings sham must be checked to he sun that the data d-'n are in agreemem mmh Ik 1.1 building codes.local climatic records for nand m smo Inds• prote, q-ifeataia m speeml applied toads unless shmnu. most has not been designed for storage or oanNay loads. The design assman compression chords (top m bottom) arc comimnssh) braced b) stK flung unhea mtrmin spm W When bottom chords in tension an not fully braced lalcmll) b) a propul) applied rigid ceiling. the) should be braced ai a mountains spacing of IP-0- o c. Connector pinto shall be mmmfacmred from 10 pup lira dipped phomad steel meeting ASTM A 655. Grade 40. unlas altermix stun a. FABRICATION NOTES Pnor to fabrication, the fabrmotor shall mein this droning to ienh that this dimming Is in conformance nuh the fabricames plans and to ropes a continuing responsibility fa such %vificalum. Am discrepancies are to be gin in n riting before cutting or fabrication Plates shall not be Installed ter knotholes, kmas or distorted gain. hlrmber shall be cut for uglu fitting mood to mood bearing Cmmecaor plain shall be looted m both rags of the trim math mils frill) imbedded card shall be sic about the pint unless otherwise shomm A 50 plate is 5- nide c r long A 6%9 plate is V slide c g' long Slots (holes) ism parallel to the plate length sparred Double cuts on met, member shall meet .1 the tomnid of the webs union calk sse slmnri Corectm plate -art mimeam sta>a lased on the forces shoran and nit) need m be ircrcased for amain handling ord/m crecuon stresses. This tors is not to be fabricated oath fire rcuNam treated lumber unless mhmnse sham For additional information on Quality Control refer to ANSMPI 1.199s PR ECA UTIONA RN' NOTES All boxing and eremm trcamniendoliom are to be mlloned in accordance will accepted nndusir) pubmouom Trusses are to be handled mith particular ore during banding and bundling. delner) and installation to osoid damage. Temporary and permanent bang for holding truss in w straight and plumb position card for tesisting lateral forces shall be designed and insmikd by others Careful handling is essential and erctim brxmg is dn s required Normal ptecamiomr anion for trusses squires such tempomr) bracing during installation beincen ousses to oioid toppling and dominoing The supenastm of erectionof trusses shall be under the control of persona egierienced in the insallmion of names Professional white shall be souglu d receded Corcemmlion of canstrucmon fonds greater than the design loads shall not be applied to tomes a1 an) time. No loads other than the height of the erectors shall be applied to trusses until tiller all fastening and bracing is competed TC: 2x 4 SP N2 BC: 2x 4 SP N2 WB: 2x 4 SP #3 WDG: 2x 4 SP 02 2x 4 SP 03 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAR. REACTIONS PER HEARING LOCATION----- T- Loc BSet Vert Boric Uplift Y Type 0- 4- 0 1 882 134 -620 B Pin 19- 2- 8 1 861 0 -661 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 9- 2 -835 0.25 C 3- 7 -824 0.22 C 2- 8 700 0.22 C 7- 4 792 0.25 C 8- 3 914 0.29 C 7- 1-3 0- 6-6 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, CGC, V= 125mph, He: 15.0 ft, Iea 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 57.3 ft W= 19.3 ft Truss in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 49.011 7- 0- 0 11-10- 0 Bracing shown is for visual purposes only. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1162 0.31 A 10- 9 977 0.41 2- 3 -2002 0.40 A 9- 8 1502 0.43 3- 4 -1185 0.31 A 8- 7 1644 0.51 4- 5 -1226 0.39 A 7- 6 1034 0.38 Joint Locations 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 8- 0 4) 12- 8- 0 8) 10- 0- 0 In - Plant Quality Assurance with Cq= 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 7 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-1162/696,2-3=-2002/1364, 3- 4--1185/859,4-5=-1226/819, HOT CHORD 10-9=-669/977,9-8=-999/1502, 8- 7=-1057/1644,7-6=-640/1034, Webs 9-2=-835/652,2-8=-422/700, 8- 3=-600/914,3-7=-824/568,7-4=-459/792, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.18/999 0.18/999 5-4 Boric. 0.04 0.08 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 12- 8-0 6-8-0 I 2 3 4 5 6. 00 axle) Te6 12.06-110-0 4x6 6. 00 3- 10-6 0- 6-6 3- 0-0 1 882P 8P99.00" 861 A.00" 7- 0-0- 3-0-0 9-4-0 10 7 6 Oj$ 19-4-0 0 10 $ COSMETIC PLATES (2)3X6 (4)2(WO- II-12) (RO-II-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.2390 WARNING: Eng Job: WO: ROAK3 REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: ST1 tMarionda Systems Bracingshmrnonllusdmssingtsnoteactnonbracing.mindbracing.portalbmctngorstmnlarbracingnhnchisapanof Dsgnr•TLY Chk• 8/26/2006 the budding design and uitich must be considered by the building designer. Bracing sham is for lateral suppon of Iona rnember only to reduce buckling length. Prmisiom must be made to anchor lateral bracing at ends and specified TC Li16 . 0 psf Lbr DF : 1.25 locaitoa determined b) the building designer Addntoml bracing of the memll structure, ma) be required (Sot HIB-91 Live p of TPI) For specific truss bracing rquiresnenis, onua budding designer (Truss Plate lnstitdr, TPI is looted at5g5 TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY D•Onofrio Drise. Madison. Wisconsin 51719) Sanford, FL. 32771 Componeru Engineeringby.Trion Engineiring Co. P.A-gig Soundstde Rd, Edm:on.NC 17932 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 a0050069 BC Dead 10.0 psf Code: FLA 367 Medallion PI. Ehuluota, FL 32766 TOTAL 43.0 psf v4 . 7 . 32-38795 Design: Matrix Analysis Pro ilea Pa tn: C:\•re:e:-1,vx\worx\loos\Kvauca\Kum us n i\ter+. prx I I [Job: ROANOKE K'3 Customer: ' WO:ROAK3 TI:STIA Qty:2 DESIGN INFORMATION This design is for an nndhidual building component and has been based on information prmided bt the client. The designer disclaims am• responsibility for damiges as a resuh of fault or ireonect tnformsuon, spatDcn n"' and/or designs rumished to the teas designer b) the them and the correctness or accuracy of this mramarbon as it may relate m a specife project and o.cp,, no respomibdin or .....- ra control nth regard to fabricnuoa handling, shipment and installation of trusses This truss has been designed as an irdrs"dual budding component in accordance n,th ANSVTPI 1-1993 and NDS-97 to be incorporated u pan of tbe budding design by o Building Designer, when mimed for appmal b) the budding designer, the design loadings shmin most be checked to be sure that the dale shone are in ogneerneni unh the local Wilding codes, local climatic records for uind or smn loads, project spenficalions or special applied (cods Unless satin, mrss has net been designed for siomge or occuparnc) Inds The design assume coralmai an chords (top or baton) are comimoush braced by sheathing unless ahernise specifncd %Vlem baton chards intension sue nee Poll braced Iateralt b) a propett applied rigid ruling. they should be braced at a maximum spacing of 10'-0' o c connector plain shall be manufactured from 20 gauge has dipped gahonired steel roeaiog ASTM A 633. Grade 40. unlas a)emin stnnn FABRICATION NOTES Prior to fobncatim the fabricator dull must this tinning to ctnf) that this dining is in confomurae nith the fabricator's plain and to nalm a continuing resporaibilm for such strifrcition, Am discrepancies are no be pal in nling before cutting or fabrication Plain shall nee be installed con knotholes, knots or distorted gram Members shall be cut fin right fitting stood to.00d bcanng. Connector plain shall be located on bah cam of the truss mih rusts Itdt• imbedded and shall be sin. about the joim tmen ahemire shun A 50 plate cis 3- wide . 4' long. A 6%2 plate is 6' it ride s le long Slots (Iola) run pam11e1 to the pbte length specified Double cuts on nib mcmben shall min at the «ntmd of the nibs unless chemise shone. eomiaior plate sire ate minimum siro based on matmtheforshandma) need to be increased far main handling and/or ereciian presses This trim is nee to be fabricated niih fire retardant treated lumber unless ethmnsc sbmtn For additional information on Quality Control refer to ANS VfP1 1-1993 PRECAUTIONARI' NOTES All bracing and emc ion reWrnnendalions are in be falmtcd in accordance mth aeeepted industry publications Trusses art to be handled pith particular ore during banding and bundling, dclnet and insulation to maid damage. Temporary rind permanent bracing fin holding trusses in o strsigb and plumb position and for resisting lateral form shall be desisted and imulled by alters. CruePol handling is essential and erection bracing is ahta3s required. Normal precautionary anion for trusses rtgwres such tcmpomn bracing during installation bcman Imass to void toppling and dominoing. The super iision of ermion of tnmo doll be undo tie carurol of I-pctene[d in the insallaim cf ( ttl (euionol odtia shall be caught of,ceded. Ca ntmlion of mngmlion loads grcater than the design loads shall not be applied to trusses at on3 it= No bads other than the .might of the erectors stall be applied in m® tail after all fastening and bracing is TC: 2x 4 SP #2 1: Plate(a) OFFSET from joint center. The BC: 2x 4 SP N2 Joint Detail Report must be included WB: 2x 4 SP #3 with any submittal, inspection, and/or WDG: 2x 4 SP #2 fabrication documentation. 2x 4 SP N3 0- 0,0- 0 This truss is designed to bear on multiple MULTIPLE LOADS -- This design is the supports. Interior bearing locations should composite result of multiple loads. be marked on truss. Shim or wedge if All COMPRESSION Chords are assumed to be necessary to achieve full bearing. continuously braced unless noted otherwise. Bracing Schedule: WndLod per ASCE 7-02, CLC, V= 125mph, Chords Max 0. C. From To H= 15. 0 ft, Ie, 1.00, Exp.Cat. B, Kzt= 1.0 BC 48.01' 7- 0- 0 12- 3- 0 Bld Type= encl Ler 57.3 ft W= 19.3 ft Truss Bracing shown is for visual purposes only. in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf FORCES (lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Req TOP CHORD 1-2=-631/598,2-3=-659/925, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 3-4--225/443,4-5=-305/403, 9- 2 546 0.15 C 3- 7 554 0.14 CBOT CHORD 10-9=-590/510,9-8=-871/780, 2- 8 - 87 0.02 C 7- 4 -141 0.04 C 8-7=-604/477,7-6=-215/217, 8- 3 - 565 0.17 C Webs 9-2=-313/546,2-8=-87/77, GLOBAL MAX DEFLECTIONS--------- 8-3=-565/544,3-7--508/554,7-4=-141/126, LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.29/274 0.29/274 5-4 Horiz. -0. 02 -0.05 NA , Max DL Deflection L/999 = 0.00 Long term deflection factor = ;.50 12-8-0 , 611# 8p9q. 001r 0- COSMETIC PLATES ( 2)3X6 (4) 0 2 3 4 6.00 Ox IL) 3x6) 12. 00 3-0 7-0- 0 3-0-0 19- 4x6 FM 769# 8. 00" 9-4- 0 7 C/ L: 12- 0- 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: Maronda Systems Bacing shmin on this dmtting is not ac erection bring, hind bracing, ponal bracing or similar bracing uhich is apart of the Wilding design and ninth must be considered b) the building designer. Bracing sham is for lateral support of Truss nembe,s ody to t I buckling lensth Prmisions most be made to anchor lateral bracing at ends and spetifnM locations determined by the Wilding designer. Additiorul bracing of the metal] sinxtum ma) be required (Sce HIB-91 of TPI) Fa specific truss bracing requirements, comae building designer (Truss Plate Institute- TPI is located al 533 4005 MARONDA WAY D'O-rrio Dri,> htadmmn,%Vi"mn63719) Sanford, FL. 32771 Component Engineering it)-. Truss Engineering Co.P.A, gig Soundside Rd, Edenton, NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE P0050060 347 ModaBlon PI. Chuluots, FL 3274C Joint Locations 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 t 7) 12- 8- 0 4) 12- 8- 0 8) 10- 0- 0 In -Plant Quality Assurance with Ccf 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 611 218 -671 B Pin 12- 0- 0 1 769 0 -641 B H Roll 19- 2- 4 1' 407 0 -558 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 631 0.53 A 10- 9 -590 0.35 2- 3 925 0.57 A 9- 8 -871 0.29 3- 4 443 0.36 A 8- 7 -604 0.46 4- 5 403 0.48 A 7- 6 217 0.37 6-8- 0 5 6. 00 1 3- 10- 6 0-6- 6 3-0- 0 1 4078. 50" Over 3 Supports Scale = 0.2335 Eng Job: WO: ROAK3 Dwg: TI: ST1A Dsgnr:TLY Chk: 8/26/2006 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 v4.7.32-38796 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\ST1A.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:STIG Qty:l DESIGN INFORNIATION This design is for an indisidual building camponeru and has been based on informmion pm ded b) the client. The designer drscLvms am miponsibiliq for dansges as a mull of fads or incorrect inforroauari. specifications andfor designs furnished to the truss designer b) the client and IM correctness or accuracy of this infomatron to it rna) relate to a specific pm)ect and accepts an mspormbilm or ccwcrso no comnol nith regard"' fabrication, handling, shipment and inistallntion of inmes. This Imss has bin designed m an indnidual building component in accordance nith ANSVrPI 1.1995 and NDS-97 to be incorpomted as pan of the building design b) Building Designer. When mimed for oppm W by the bolding designer, the design loadinp shoum must be checked to be Sure That the dataShorn am In ig-ru nith the local building codes. local dimatre nrxords for nind or snow loads, pm)w specifications or special applied loads UNm shorn vim has not be= designed for storage or occupant loads The design oswmes compression chords (top ar bottom) am continuonsh braced b) sheathing unlm othemtse specified. %Vhem bottom chords in tension am not fully braced laterally by pnapcM applied rigid cerhn& they should be braced at a macimum spacing of 10.0' o c. Connector plates shall be m oulMured foam 20 gauge ha dipped phanin d nee[ meeting AS@1 A 633. Grade 40. unless ah,-ice sl - FABRICATION NOTES Prim to rabncatmn the ftbmuir shall rnxri this dmu;ng to c-riN that this draining is in codor-ace nith the fabricator' s plans and to r=liu a continuing mspowbnlin fin such -ifnrnvon Any d.-paacmn am to be pit inri iing before =nun& or fabrication Plmes shall Sees be installed mar knotholes, knots or disroned grain Members slnB be can fin tight fining nood in uood bearing. Connector plain shall be hared on bah fans of Ztruss nuh nails fill imbedded and shall be stsn about Joint uNmothendmshoosA !cJ plate cis !' code c J' long. A 6d plate is 6- mde c S' long Sias (holes) ono parallel to the plate Length specified Double cuts on ucb ncmbers shall meet al the ¢mraid of the Webs wdm chemise florin Connector plate sixes am minnmuin sires based on The form shorim and ma) need to be incrersed for censin handling andfor erection presses This truss is not to be fabricated nigh rim retardant treated humba urdm olhem;se shorn. For additional nnfonnation on Quality Conrail refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be follas-d tin oaardane mth oaceped trdusiq publications Trusses art m be handled nilh particular cam during banding ud bundling. deli-) aid installation to m=d damage. Tanporar) and permanent bracing for holding tru>a in o straight and plumb position and for resisting lateral form shall be designed andInstalledby mien Cnuend handling is esscnttal and erenlon bracing Is olntgt required. Normal prceutionan onion fin trusses mgwm such empomq bracing during ima.11 uni bemeen trussesm nod toppling and domiroing. The supenssion of erection of tosses shall be under the control of penom ccperieieed in The imou llarion of trusses Pmma fmih aaice shall be sought ifneeded Concentration of construction Inds grater than the design Inds shall not be applied to trusses at any tine. No loads other than the ueighl of the erectors; shall be applied to trasrf until after all fastening and bracing is completed TC: 2x 4 SP #2 1: Plate(s) OFFSET from joint center. The BC: 2x 4 SP 82 Joint Detail Report must be included WB: 2x 4 SP N3 with any submittal, inspection, and/or WDG: 2x 4 SP #2 fabrication documentation. GBL: 2x 4 SP #3 This truss is designed to bear on multiple 2x 4 SP $2 0- 0 supports. Interior bearing locations should MULTIPLE LOADS -- This design is the be marked on truss. Shim or wedge if composite result of multiple loads. necessary to achieve full bearing. All COMPRESSION Chords are assumed to be Bracing Schedule: continuously braced unless noted otherwise. Chords Max O.C. From To WndLod per ASCE 7-02, CGC, V= 125mph, BC 72.01, 7- 0- 0 12- 3- 0 H= 15.0 ft, I= 1. 00, Exp.Cat. B, Kzt- 1.0 Bracing shown is for visual purposes only. Bld Type= encl L= 57.3 ft W= 19.3 ft Truss FORCES (lb) - Max Compression/Max Tension in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf TOP CHORD 1-2=-631/598,2-3=-659/925, Impact Resistant Covering and/or Glazing Req 3-4=-225/443,4-5=-305/403, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE.. CSI. Cr HOT CHORD 10-9=-590/510;9-8=-871/780, 9- 2 546 0.15 C 3- 7 554 0.14 C 8-7=-604/477,7-6=-215/217, 2- 8 -87 0.02 C 7- 4 -141 .0.04 C Webs 9-2=-313/546,2-8=-87/77, 8- 3 -565 0.17 C 8-3=-565/544,3-7=-508/554,7-4=-141/126, 12-8-0 F 2 6. 00 0-6- 6 3 4 410 Joint Locations 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 8- 0 4) 12- 8- 0 8) 10- 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 1 611 218 - 671 B Pin 12- 0- 0 1 769 0 - 641 B H Roll 19- 2- 4 1 407 0 - 558 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE.. CSI. 1- 2 -631 0.53 A 10- 9 -590 0.35 2- 3 925 0.57 A 9- 8 -871 0.77 3- 4 443 0.36 A 8- 7 -604 0.52 4- 5 403 0.48 A 7- 6 217 0.37 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I.Span 0.29/274 0. 29/274 5-4 Boriz. -0.02 -0.05 NA Max DL Deflection L/999 = 0. 00 6-8-0 Long tern deflection factor = 1.50 5 6.00 3a6) 20) 611 # 8p2q. 001, 769# 8. 00" 407 .50" 7-0-0 3-0-0 9-4-0 10 1 7 6 0- COSMETIC PLATES (46)2X4 (2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE 00050060 2C7 Medallion PL Chuluota, FL 32766 19- 4- 0 C/L: 12- 0- 0 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn on this dinning s not erosion bracing. mnd bracing, panal bracing or similar bracing uidch is a pan of the budding d-S. andnheh nnm be considered b) the building designer. Bracing shmun s fm lateral wppon of truss members only to reduce buckling length. Pmuisions mum be made to anchor lateral bracing at ends and specified Ica W;_ dncrminied b) the budding designer. Additional bracing of the otamll ortitaure may be required (Sec HfB-91 of TPI) For spmfie Ism bracing mqunmments, contact building designer (Tress Plate Institute. TPI is lo=led at 583 WOnofrio Don-. Madison, Wisconsin 33719) Compmea Engineering b). Truss Engineering Co. P. A., gig Sounds le Rd. Edenton, NC 17932 3-10-6 0-6-6 3- 0-0 1 I I-12) Over 3 Supports Scale = 0.2335 Eng Job: WO: ROAK3 Dwg: TI: ST1G Dsgnr:TLY Chk: 8/ 26/2006 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 nsf v4.7.32- 38797 I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:T1 Qty:7 DESIGN INFORMATION This design is for an indnidml budding wi. raem and has been based on infennsmmn prorided by the [lino The designer disclaims arq• respansibiliq for damign as a rmh of fault or incorrect infannar"on, specifiations and/or designs famished to the (suss designer b) the client and the correctness or accuracy of this informaton as it may rent[ to o specific Project aria scope no nspmnibihn or ecercises no control mih regard b fabrication, handling• shipment and installation of (- This trot has been darged u an Indnndual budding cecomponentinaccordanmth ANSUfPI I.1993 and NDS- 97 to be Incorporated u pan of the building design bh' a Building Designer. When rn,med for apprmal b) the building designer. the design loadings shorn must be checked to be sort that the dam Bloom art in agreement pith Ile local building codes. local CIuN1ic records for nind or - Iwds, project specifications or spinal applied Iola Unless shorn truss has na been designed for storage of oaaipanc) loads The design at _ compression chords (top or balmo) are conimntnh braced b) sheathing unless utlemie specfed. %Vhcm ban- chords in tetsslaa art not rulh braced laterally b) a properic applied rigid meting. the) should be braced of a maumum spring of 10•-0' o e Connector plain shall be manUfKlumd from 2d pull, hot dipped gahinired tail mecthng ASrM A 653. Grade 40• unless ahemee shone FABRICATION NOTES Prior to fnbnmuon. Ile fabricator shall mica this ding to - ly that Ilus rimming is in confonsmncc bath the fabricacaoes plans and to rtalin a continuing mponnmhq for such verification Air) dmerepamia am to be put in neiting before aming in fabr atimn Plain shall not be instilled ma knatMles, knas or distorted grain Membersshall beat fa light frmmg mood to nand bearing Connector plain shall be foaled on bah faro of Zm truss pith nailsfully imbedded and shall be s)m. about jarit urtlm ethernueshornASc4pluleu3' snide e 4' long A 6cg plate is 6- aide c g' long. Slas (hobs) run parallel to the plate length spaded Double ate on rich members shall mcd m the cemroid of the nebs unless 01he- shone. Connector plate sixes am minimum pro based on the form shorn and ma) need to be InaCaYd for [main handling and/or erection tressm This Inca is oa to be fabricated pith rim rcbrdant treated lumbesunless shorn: shone For oddmonul information on Qtahq Control refer to ANSVTPI 14"s PRECAUTIONARY NOTES All bracing oad erecuan mca -minions me to be falor ed to accordance cam ocaeped indusu) publications Trusses am to be handled with p inicolar art during banding and bridling, deliver) and insinllation to void damage Temporary and permanent bracing rot holding inhnn in a simight and plumb position and for misting lateral form shall be designed and installed b)• then Careful handling is esenial and eremmn bracng is Nrra) s rmWmd, Nomal praautimor) anion lm tomes requires such tempo ear) tinting danng installasion boncen tresses to ovoid toppling and dommoing The oWnismn of erection of imssesshall be under the content of persons tepencmvd in the installation of tnmses Rofemoral advice shall be sought if needed Concenimdon of censinaction loads greater than the design loads shall not be applied to trusses in any time. No foods other than the nmght of the erecters shall be applied to trusses until after all fastening and bracing is completed TC: 2x 4 SP # 2 BC: 2x 4 SP #2 WB: 2x 4 SP U3 WDG: 2x 4 SP M2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise 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, Webs 2-7=-211/384, 7-3=-434/585, 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 Horiz. -0.03 -0.05 NA Max DL Deflection L/999 = - 0.13 Long term deflection factor - 1. 50 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 57. 3 ft W= 19.3 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 1196 0.34 A 8- 7 995 0.71 2- 3 982 0.35 A 7- 6 995 0.71 3- 4 982 0.35 A 4- 5 1196 0.34 A 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 Horiz Uplift Y Type 0- 4- 0 1 872 0 -935 B Pin 19- 0- 0 1 872 0 -935 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 2- 7 384 0.12 C 7- 4 384 0.12 7- 3 585 0.20 C 9-8-0 9-8- 0 I 2 3 4 5 6. 00 5- 7- 3 0-6- 6 PEI 872# 8.00" 8 i AO- I 1" 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 40 618 19-4-0 T 7 19-4-0 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Marotta Systems Bracingthmvnonihadnmingisnoteection bracing. hind bracing. portal bracing m similar bracing niuch iss pan of Ile building deign and which must be anfidertd br the bolding designer. Dractng shmvn is fin lateral s ipporl d Im s members only to induce buckling length Prmtsmns mist be mode to anchor lateral bracing at ends and specified botiotis determined by the Wilding designer Additional timing of the memll structure trial, be required. (Sit HIB-91 of TPI) For specific inns bracing requirements, contact building designer•(Tnm Plate Invnuic, TPI is located at 583 4005 MARONDA WAY D'OrofnoDrivehiadison. Wisconsin 51719). Sanford, FL. 32771 Component Engneenng b). Truss Engaenng Co. P A • gig Soundside Rd, Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE I10050060 367 Modalllon FI. thuluota, FL 32746 6.00 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 872# 8.00" 5-4- 6 0-6- 6 Scale = 0. 3069 WO: ROAK3 TI: T1 8/ 26/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 38798 Design: Matrix Analysis PLOrile Path: C:\TEE-LOK\Work\Jobe\ROAK3\ROANOKE K 3\Tl.prx I l Job: ROANOKE K 3 Customer: WO:ROAK3 TI M S Qty:2 DESIGN INFORMATION This design ,s for an tralhidual building component and has bars based on information prmjded b) the client The designer disclaims am responsibility for damage as result of faulty or incorrect information. specifications ardlor designs furnished to (be truss designer by The cite and the ntcallcos w .aurainformation e) ofthisinfoationas it may lebm to i specific poorer and aomW no responsibility or eeercises re, corund with nerd to fabtialica harsdling. shipment and installation of Intnxs This u ens has been designed as an india,dinl wilding component in accordance nth ANSVfPI 1.1995 and NDS-97 to be incorporated as pan of the budding design by a Building Designer. %Vhen mim rd for apprm.l by the building demgrar, the design le d,ega sharu n must be dhoeted to be sum that the dam shoe. are In agreement nith the local building codm local ctimatc records for atnd or soon loads. pm5ect specifications or special appled loads Unless dton.• Inns has not been dm ed fa storage or oavp:tney Inds The design assume compression chords ( top or bottom) art commuomh braced b) sha ping uulm MIX- specified Where bottom chords in tension are not IWt• braced laterally b) a properly applied rigid ailing. the) should be braced at a macimum sparing of IPA' o c Connector plates shall be imnufactured from 20 gauge M dipped gahamzed meet meeting ASTht A 633. Grode 40• unless ahernisc shot. FABRICATION NOTES Prior to fabnatim the fabricator shall mica Ibis drmatng to sent that this d-ing u in conformance ui(h the fabnames plain and to realize a continuing responsibility for such arifiation An) discrepancies are to be put in ajiling before cutting or fabrication Plales shall not be installed my knotholes, knots or distance! grain Members shall be cut for tight fining need to vood haring. Connector plates shall be bated on bah fees of the truss nuh it. faith imbedded aid shall be s)m. abed the joinsunlessahem ise shoran A 5es ptatc r 5- note c J- hag. A 6, g plam is 6' aide s a- long Slas (toles) run parallel to the plate length specufmd. Double cuts on aeb member shall meet at the mmrord of to nobs unless chemise shoran Connector plate sizes arc minimum sizes based on the forms shoran and rat) need to be ircroscd for certain handling and/or crecuen suesxs Pus um is not to be fabricated niih fire retardant treated lumber uulm olbeniisc shone. Far additional inforaation an Q alil) Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and election reeommerdauons are to be folloned in accordance vith ooc, d ,ndiml) publrations. Trusses arc to be handled nith panicolar cse during banding and bundling. delivery and inmallauon to noid damage. Temporary and pmmoera bracing fin holding trusses in a mraighl and plumb position and for reaming bieral fortes shall be designed and installed by alrn Careful handling is essential and erection bracing is alums required. Normal prcautiomq union for trusses natures such temporal) bracing during installation bet- mines to mend toppling and dominiotng. The supenision oferection of mosses shall be utda the conlml of persa d espenennd in the irtvallation of misses Professional adaice shall be .ought f coded Concentration of construction Inds greater than the deign Inds shall not be applied to tomes in any time No Inds a). than the nHghl of the ereeon shall be applied to trusses until after all fastening and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP #2 WB: 2x 4 SP N3 2x 4 SP #2 8- 8 WDG: 2x 4 SP 82 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1148/ 797,2-3=-935/644, 3-4=-934/643,4- 5=-1142/783, HOT CHORD 8-0=-432/ 702,0-7=-652/989, 7-6=-633/981, Webs 2-7=-225/274, 7-3--312/572, 7-4=-216/251,0- 0=-220/287, 5-7-3 0-8- 6 I t MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 57. 3 ft W= 19.0 ft Truss in INT 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 -1148 0.29 A 8- 0 702 0.37 2- 3 -935 0.26 ' A 0- 7 989 0.66 3- 4 -934 0.28 A 7- 6 981 0.66 4- 5 -1142 0.25 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.14/999- 0.29/756 6-7 Horiz. 0.02 0.04 NA Max DL Deflection L/999 - - 0.14 Long term deflection factor - 1. 50 9-4-0 9-8- 0 2 3 4 6.00 - 6.00 4x6 xy 6x8 joint Locations 1) 0- 4- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 4- 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 Horiz Uplift Y Type 0- 2- 0 1 810 6 -551 B Pin 18- 8- 0 1 865 0 -640 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 2- 7 274 0.13 C 7- 4 251 0.13 7- 3 572 0.18 C 0- 0 287 0.32 5 8109 4.00" 865# 8. 00" L 19-0-0 m V 8 7 6 19-0- 0 $ 10- $ EXCEPT AS SHOWN PLATES ARE M:iTek MT20 (AO -I In 12) Scale = 0.2905 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050060 367 Modallion PL Chuluota, FL 22766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shone on this limiting is not erection bracing, uind bracing. portal bracing or similar brnnng ittieh is a pan of the building design and nhich arm be considered b) (he building designer Bracing shown is for lateml support of toss members ant to nd,sa buckling length Prot wons mum be nude to anchor lateml bracing at tads and spmfsed hntions determined by the building designer. Additional boxing of the menll structure mty be required (Sec MB-91 of TPI) For specific tram bracing requirements, contact building designer (Trim Plate Institute. TPI is looted at 583 D'Onofrio Dme. Madison, Wisconsin 33719) Comps n of Engineering by. Tram Engineering Co.. P.A. gig Swrdside Rd. Edenton. NC 27932 Eng Job: WO: ROAK3 Dwg: TI: T1S Dsgnr:TLY Chk: 8/26/ 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. 7.32-38800 Design: Matrix Analysis Profile Path: C:\TEE-LUK\Work\JOba\RUAKJ\RUANUKE K j\TIS.prx I_ I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:TISA Qty:3 DESIGN INFORMATION Thu design is for an indn uhall building component and has ban based on infonnation prmndcd by the client The designer diclaians any responsibiliq for damps as a result of faulty• or iraturec, Information. specifications ardor designs famishM to the I= designer by The client and the mrrecurm or oaurac) of this information as it ma) relate to a specific project and neapts no respawMlrn or exercises no comm] pith regard to fabianon handtini shipment and installation of misses This trans has been designed as an rndh d_I building component in aavrdana usth ANSVfPI 1.1995 and NDS-97 to be incorporated as pan of the building design by Building Desigacr 111hen mitred fat appnmal b) the building designer. rim design loadings shonm must be checked to be sure that rim data sbunn are in agreement nigh the local building coda tool clim,te records for rand or slim, Inds. projea specifications or special applied Inds Unless shonre tram has nee ban designed fat camp ot oceopartn lords The design assumes compression Chords flop or bottom) am cominmtnl) braced b) clothing unless othentise specified Where bottom chords In tension am nor full) braced Imcmlly by a pioperh applied ngd ailing. the) should be broad at a maximum spacing of I0'-0• o c Connector plates shall be manufactured from 20 gauge M dipped gakofhind cal meeting ASTM A 633. Grade 40. unless ahem,se shone FABRICATION NOTES Prior w fabneauon. the %briaw, shall moan% this dmuing to nrify that this dining is in conformance nuh the fabnotors plans and to realize a continuing mspoasibnhp for such tenfietwn An) decrepnrcies an to be pat in ranting before aping or fabriation. Plates shall to be installed dint knotholes, kn cans or dimmed grain Members shall be a, far light filling nmd to mood bearing. Connector plain shall be looted on bah fans of the Iris pith it, fully imbedded.nd shall be pm about rKjoin unless abmvise ahmvn A 5aj plate is 5' mdc % Vlore{ A 6ca plate is 6- rode c g- long Slats (bola) run parollcl ,o the plem Icnpl sparfrcd Double cuts on aeb memhen shall mat at the eentrod of the nobs unless chemise shcnm Codirector plate sires am minimum sim brad on the turns shonm and ma) reed to be inerensed for certain handling and/or crenwn dresses This taus is nee to be fibnoted nuh fire mwrdam treated lumber unless otlemisc shorn For additional information on Quality Control refer to ANSUTPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be rationed to occmdauce %nth accepted industry. publications Trusses art to be handled with ponionar am during bonding and bundling. delhery and installation to neid darmge Temporary o,d permanent bracing for holding trusses in a might and plumb position and nor restamg Lateral fortes shot] be designed and installed b) others Careful handling is "anti.] and er"]ion bracing is olnays required. Noma] preroutiomry action fat im sses requires such temporary bm,ng during installation bnnan umss" to void toppling and dominoing The n,peniswn of erection of tors$ shall be under de aruwl of pcnons-perieacd in the installation of tomes Profnsional achice shall be sought it necdc Concentration ofanstruction bads grater than the design loads Nall nee be applied to trusses at am lithe No Inds other than the nvght of the craters shall be applied to tmssn until after all fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP 02 WB: 2x 4 SP H3 WDG: 2x 4 SP 02 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-33/76,2-3=-904/638, 3-4=-904/633,4-5=-1116/775, SOT CHORD 9-8=-629/986,8-7=-628/982, 7-6=-625/960, Webs 9-1=-86/l35,9-2=-1170/727, 8-2=-33/146,2-7=-252/259,7-3=-314/552, 7-4=-224/253, 5-7- 3 0-9-14 C 9-1-0 . 6.00 Plate(s) OFFSET from joint center. The Joint Locations Joint Detail Report must be included 1) 0- 7- 0 4) 14- 4-15 7) 9- 8- 0 with any submittal, inspection, and/or 2) 4-11- 1 5) 19- 4- 0 8) 4- 4- 1 fabrication documentation. 3) 9- 8- 0 6) 19- 4- 0 9) 0- 7- 0 Left End vertical designed for wind. WndLod per ASCE 7-02, C&C, V= 125mph, In -Plant Quality Assurance with Ccr 1 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 MAX. REACTIONS PER BEARING LOCATION----- Bld Type= encl L= 57.3 ft W= 18.8 ft Truss X-Loc BSet Vert Horiz Uplift Y Type in INT zone, TCDL= 0.0 psf, BCDL= 0.0 psf 0- 1- 4 1 798 28 -545 B Pin Impact Resistant Covering and/or Glazing Req 18- 5- 0 1 855 0 -634 B H Roll ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 2 76 0.23 A 9- 8 986 0.31 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 3 -904 0.29 A 8- 7 982 0.58 9- 1 135 0.04 C 2- 7 259 0.15 C 3- 4 -904 0.25 A 7- 6 960 0.57 9- 2 -1170 0.61 C 7- 3 552 0.18 C 4- 5 -1116 0.24 A 8- 2 146 0.05 C 7- 4 253 0.13 C -------- GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.17/999-0.33/656 6-7 Horiz. -0.02 -0.04 NA Max DL Deflection L/999 = -0.16 Long term deflection factor = 1.50 4x6 1-1 -- 6x8 II Mill 2.50" 6.00 I I 855# 8.00" 5-4- 0-6-6 f• 18- 9- 0 1 9 8 7 6 I8- 9- 0 qr-1081 0- 11-12) 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 shmin on this dm%nng is not erection bracing•nind bracing. ponal bracing or similar bracng%%Well is a pin of The bunting design and which mum be ansidered by the building designer. Bming shames is rat lalml support orinm members only to redtix buckling length Provisions nuns be made to anchor lateral bracing of ends and specified loalions determined by the building designer. Additional bracing of the or mil structure may be requited. (Sec FUB-91 of TPI) For specific inns: bracing requirements. rumba budding designer tuna Plate Instndme. TPI islooted5234005MARONDA WAY Nnofrio Dme. Madison, Wisconsin 53719). Sanford, FL. 32771 Component Engineering by TnissEngineering Co. P k. gig Soundside Rd. Edenton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE a005006e 367 ModaBion PI. Lhuluotsa, FL 32766 Design: Matrix Analvais Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\T1SA. 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 orx Scale = 0. 3184 WO: ROAK3 TI: T1SA 8/ 26/2006 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4. 7.32- 38801 II IJob: ROANOKE K 3 Customer: WO:ROAK3 TI:V1 Qty:l DESIGN INFORMATION This design is rot an indisidwl building component and Nis been based on information pm. ided bs the client The desipter disclaims am'rnpumebiht) for dvrutn as a rem11 of (rain ar incorrect In(almatnon. specifications eldtor designs famished to the tress designer in the client and the cortertnes or aecturac' of this ittfomution as it net) retare in s specific project .used accepts ro respomsdnlln or exercises no control annh regard to fbl rtcall0n, handlin& shipment and installation of inrssn This Intss has been designed as an indiaidml building to q* or in acandvsce pith ANSVrPI I-1993 and NDS-97 to he itxorpocated as pan of the building design b) a Bnilding Designer. When rnirncd for opp—I In the building designer. the design loadings shonn must be checked to be sure that the &to shorn art in npeemeas ntth the local building codes. 1=1 climatic records for n ind or "non Inds pm)eo specifications or special applied loads Unless shoran truss has nor been designed for storage or cievpmrq Inds The deign assume, compression chords (top or boilom) art continuously brand b3 sheathing aid—ahemtse U-ifed %Vtwm tatom chords in tension are not full) broad W-11) b) a properh applied rigid coiling. the) should be braced at o macinmm spacing of IR1P is c Cosuecten plates shall be menu waured from 20 gauge be, dipped pltnaleed steel meeting ASTAI A 653. Glade 40. unless othemise shone FABRICATION NOTES Prior to fabrication, the fabncaror shall in ten this dranint to terih that this dramng is in confonance nith the fisbiicaor i plans and to realist o continuing responsibility for such —1ser lion Am dacrepsnein art to be put In nnung before tuning or fabrication Plain shall nor be installed aces knotholes, trots or dimmed grain. Members dull be at for right tilting ncod to rood boring Connater plates shall be locamd on bah four a the truss pith mils fullyembedded and shall be .3 in about thejuent onlm othemix shone A 5xl plate Is 5' nide x J- long A 6,1plot, is 6' nide x r Ia.g Slots (hales) ram parallel to the plate length specified Double cuss on rich members shall meet at the centroid of the nobs unless othcmim, shims, kona, etor plate Sites are an ntmam sires based on the form shorn and may need to be increased for cenatn handling and/or erection manses This tons is nor to to fabricated nith fire retardant treated lumber unless oth— se shone For addrtloal information on Qminn Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bmcing and eaccrron mcommend3lioa art In be follotm it in accordance nith accepted indmir) publications Tnisses art to be handled mesh particular core dunng banding and bundling. deleser) and Imtallaiian 1a —ul daunagr. Temp..,.% sad pemmneat timing for holding Imises in a straight and plumb Position cad fa massing lateral form shall be designed and imulled by ahm Careful haedlung is essenlial .red moiem bring is. lnne requited, Nonal precsulman action for inesn rectuires such tempesran basting daring nnstallallan bemcen masses no raid toppling and dosmroing The mMnision of erection of musses sMll be under the control of persons es erienced in the insmlation of trusses Profesit al d,,a shall be might if needed. Concentration of mnsirucuon Inds greater than the design loads shall riot be applied ro tmistt at non time. No Inds other than the ntighl of the erector shall be applied to ti usin until after all fauening and bracing is completed TC: 2x 4 SP N2 BC: 2x 8 SP k2 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 57.3 ft W-- 2.7 ft Truss in END zone, TCDL= 4.2 pet, BCDL= 1.2 psf Impact Resistant Covering and/or Glazing Req Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Ccr 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-4/0,3-2=-1/5, BOT CHORD 3- 3=0/0, TC. .IFORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4 0.00 A 3- 3 0 0.00 3- 2 5 0.00 A 1-4- 3 2 0. 40 F6. 00 1-4-0 Joint Locations- 1) 0- 0- 0 3) 2- 8- 0 2) 1- 4- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 3 9 -8 B Pin 2- 7- 4 1 4 14 -10 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 00999 0.00/999 2-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 0-8-0 0-8-0 FAR I I I• L 2-8- 0 I 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 NARN1111: Ma ro n d a S ys t e m S Bracing sl,mmn on this droning is tea erection bracing, mild bracing. portal bracing or similar bracing which a s pin of Ilse building design and nhich must be considered by the Wdding designet. Basting sho.n is for talent suppern of Truss members only to red= buckling length Praislam an= be made to anchor lateral timing at ends and specined lrcatiuns determined by the building designer Addiiioml bmcing of the osemll anctum may be regnaed. (See HIB.91 of TPU for specific Imts brocmt requimmeau, contact building designer (Truss Plate Institute. TPI is loaned at 533 4005 MARONDA WAY WD- frio Dam Wilmma.%Viscem,in 53719). Sanford, FL. 32771 Componeni Engineenngby Truss Engineering Co„P.A.. All Smnndsnde Rd. Edenton. NC 77912 407) 321-0064 Fast ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 0r00500613 397 Madslllon PI. thuluotu, FL 327GO Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\Vl.vrx Scale = 0.9356 Eng Job: WO: ROAK3 Dwg: TI: V1 Dsgnr: ECH Chk: 8/ 26/2006 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 Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V2 Qty:1 DESIGN INFORMATION This design is fiat an irdhidual Wilding component and has been based on mfonrution prmdd b) the diem. The designer disclaims on) responstbntin for damages As a msldl of faulty or irxonect infomalion, spmfimtmns aid/a design ftnnished to the truss designer by the cicm And the cormetnn or —,w) of this idamolmn a it ma) mhH, to A specific project gad scayts no responsiluM3 or emeises no control nigh regard 'arabrimtion. handling. shipment and installation of misses This toss has barn &-signed as An idn,d-I building omponenl in aemrdarnt nith ANSVrPI 1.1995 and NDS-97 to be incorporated as pan of the Wilding design b) a Building Dmger. 3Vhen mimed for App—al b)- the budding denger. the design loadings shorn mast be checked to be curt that the data Donn are in agmrcnt nah the k=l Wilding codes 1=1 dimmic meads for rind or train, loads, pmjen Weea moons a spe<ial Applied loads Unless shoran, Irlm has not ban designed for nonage or oavpane) loads The design assumes companion chords (top or baton) art eammuasl)- braced b) sh.IhmS Adn shim ise specified. Where batom chords in tension are nor Polk braced latemllr b) a properly Applied rigid ceiling. they should be In al nucimum spring of I(Y-0' o c Com—ar plams shall be manufactured from 20 gauge ham dipped gahamnV reel metung ASTM A 653. Grade 40. udm ahemise Joust FABRICATION NOTES Prior to fabrication. the fabricola shall mini this droning to,cnf) that this dmn,ng is in conforinence nith the 6bricotor's plans and to regime o eantimmmg responsibnlnq fm such ,enfrcouan. An) discrtpanees are lobe pat in ranting before Mlnng or rabrimtlon Ptatn shall not be installed mer knotholes, knots in distorted grain Member shall be M for light filling uocd to nood bearing. Corrector plain stall be hinted on bah fees of the Imss nith nails full) imbedded AM shall be s)m about Itx)oinl unless ulhe = shm,n A 3W plate is 5- nide c 4' long. A 6,1plate is V nide c 3* long Slas (holes) run parallel to the plate length specified. Double cuts on neb members shall nest at the cenuoid of the nobs unless othcmise Donn. Corrector plan situ are minimum Dees hosed ou the force shmno and may nod to be inornxd fin cenanm hadling aM/m erenrou al — This Imes is not to be fabtsmted nnh fig retardant trald lumber unlit ahem"' sha o„For Additional idomuuoo an Quail) Com it refer to ANSUTPI 1- 1995 PRECAUTIONARY NOTES All bearing and enaction meamrrerdations art to be follond in a rdana mth ncccgd idustq publatoas Truss are to be handled nith particular one during bonding and handling. deli%vfy and installation to maid damage. Ternpomq And perim ent broesng for holding Imsscs in a straight and plumb position and for resisting lateral forts shall be designed and installed b,'olhers Careful handling iscaenlial and erection bracing is alu)s required ry Noalpremutionan anion rot wsses requires such temporan bracing during installation ber een truso to nod toppling and dominoing The supenisrat of eretion of trusses Dull be under the onrml of persons eeperiercd in the tmtallahon of maser Prof®ail ds,a shall be sougld tf owded concentration of eanstme ion loads greater than the design Inds shall not be Applied to Inases at am• liaise No hoods other than the neight of the erectors shall be applied to grasser until alter all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 02 WB: 2x 4 SP 83 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-119/156,2-3=-118/110, HOT CHORD 6-5=-63/124,5-4=-78/212, Webs 5-2=-188/348, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 348 0.09 C 1- 4-0 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 5.3 ft W= 5.3 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- 2 156 0.06 A 6- 5 124 0.09 2- 3 -118 0.05 A 5- 4 212 0.10 2- 8-0 2-8-0 1 2 3 6. 00 -6.00 4x6 Joint Locations 1) 0- 0- 0 3) 5- 4- 0 5) 2- 8- 0 2) 2- 8- 0 4) 5- 4- 0 6) 0- 0- 0 In - Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert BOrir Uplift Y Type 0- 0-12 1 68 -199 -105 B Pin 5- 3- 4 1 69 0 -107 B H 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 1 Boriz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 68H 1.50" 69J1 1.50" t 5-4-0 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: MarondaSystemsBmeingshmrnonibisdroningisnotcrectionbncnng.aindbmeing.penalbrttnngorsimilar lameingnhidnisspan of D9 r'TLY Chk: the building design and nfiichmostbeconsideredbytheWildingdesigner. Bracing shorn is for lateral suppon of toss AN mbers only to red= buckling length. Prmtsiam must be made io anchor lateral bracing at ends and spmfied TC Live 16.0 psf ldmtions determined by the Wildingdesigner. Additional bracing of the menll nnxtum maybe required (Sec HIB-91 of 1YI1 For tpecnfic 1I16t brxing requimnxnts, contact budding designer (Truss Ptale Inslnute. TPI is lomtd m 533 4005 MARONDA WAY DonornoDri,aMaenmA,Womnsin53719). TC Dead 7.0 psf Saiifordr FL. 32771 Component Engineering b): TrussEngi—ni Co., PA. gig Soundside Rd, Edenton, NC 27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a0050069 BC Dead 10.0 psf 367 Modnillion PL Chuluoba, FL 32766 TOTAL 43.0 sf Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobs\ROAK3\ROANOXE K 3\V2.prx 1-4-0 Scale = 0.7996 WO: ROAK3 TI: V2 8/26/ 2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA 6 I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V20 Qty:l DESIGN INFORMATION This design is for an indnidml Wilding component and has been based on information prmidM b) the client. The desigier dlsdaims an) responsibility for damage as a resall of faulty or incenses infortmtmtt specull rniom aad/or designs furorshed to The tram designer b) the client Ind the conecirea or aawaq of this infomutmn as it may relate 1. a specific papa and accepts no nsposibillq or mmiso no eemnal oath regard to fabncation. handling. Oupncnl and installation of trusses Thou tram has been designed a an indn dial building comtgmsen in accordance nith ANSVTPI 1.1993 and NDS-97 to be incorporated as pan of the building design b) a Building Designer. When mimed for apprmol b) the building designer. the deign loadings drmm moat be checked to be sure that the data shone are in agrtemem pith the local building codes. loan climmic records for mod or soon lads, projM speeiflatiores or special applied lads Unless shci Crass has riot been designed for storage or occupancy (rods. The design assume compnauon chords (top or bottom) arc contimnusl) braced b) sheathing unties ath—use specified Where bottom chords in lenaan are not full) braced lanmlh by a properly applied ngul cning. the) should be braced m a maximum spacing of 1014' o c. connector plate shall be manmfannred frean Ica gauge ha dipped ph,mmd stied mating ASTIR A 653. Grade 40. unlea mhcmise shmm FABRICATION NOTES Prior to fabrication, the fabricator shall min this dsaning to senfy that this dmsing is in conformance nith the fabricator's plans and to reahin a continuing nspawlnilm for such verification Am dicngricie art to be put in unung before coping or fabrication. Plain shall not be installed men knotholes. knots or distorted grain Members shall beat for tight fining uood to nood baring. connector plain shall be loaned an both faro of tie tram Mill mils Rdh imbedded and shall W s)m. about the joins unless ahrnise shone. A ScT plate is 5' rode y T' long. A 6,9 plate is 6' nide y Y long. Slots (hole) run parallel io the plate Iengh specified Double anon nab members shall meet m the ttmrwd of isle raced uNea others— shoran Connector plate ass ore minimum sizes based oo the form shone and rots need to be mcreased for ttmin handling andhsn ermernm stresses This teas is rot to be fabricated uith fen retardant totted lumber uNea chemise shmm For dditional infomautin on Quality Control refer to ANSVTPI 1.1993 PRECAUTIONARY NOTES All bring oho erection ncommcndationsareto be folloned in accordance nith accepted industry publiauoru Tnascs an to be handled oath (articular art during bending and bundling. dclhcn and instalLnion to maid damage. Temporary and permnncm bracing for holding tomes in straight and plumb position and for rcstsang lateral form shall be designed and installed by others Careful handling is esnlial and ercrion bracing is al-ni; required. Normal prtautio an act= for inrstas require such tempo an bracing during installation bmncn buses no amid toppling and domiroing. The supcnmon of crcciian of tn shall b< under the control of persons experienced in the insullaiion of musics Professional amstt stall be sought if needed Corrantmtion of carairuesion Inds greater thin the design loads shall nor be applied to mess at any time No loads other than the neight of the erectors shall be applied to Incase until aRer all rosining and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 82 WB: 2x 4 SP 83 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, He, 15. 0 ft, Iea 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 3.0 ft W= 3.0 ft Truss in END tone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). 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 EXCEPT AS SHOWN PLATES ARE MiTek MT20 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-28/64, HOT CHORD 4-3=-16/22, Webs 3- 2=-67/155, TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 64 0.07 A 4- 3 22 0.13 3-0- 0 1 2 4.00 0 NIMMONS F I 1 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 Bracing slim- on thus drauung is not criterion bracing. unnd bracing. portal boxing or similar bracing a hch is o pan of the building design and ubich must be considered by the building designer. Bracing shoun is for lateral suppon of Inca mettle" only to reduce buckling length. Pnmisions must be rtade io anchors lateral bracing at ends and spmfed laaiions determined by the building designer Additional bracing of the m=ll structure ma) be required. (Sec hUB-91 of TPII For specific truce bracing requirements. contact building dmgna.ffrua Plate Institute. TPI is located at 533 4005 MARONDA WAY D'Ormfrio Dnuc, Madison. Wisconsin 53719) Sanford, FL. 32771 Component Erig eermil b) Truss Engiiaring Co. PA. All Suundade Rd, Edenton. NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMS PONCE P.E. LICENSE "0050060 367 Medallion PL thuluotm, FL 3276G Joint Locations 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 MAR. REACTIONS PER BEARING LOCATION----- A-Loc BSet Vert Boriz Uplift Y Type 0- 0- 12 1 125 -155 -205 B Pin 2-11- 4 1 133 0 -235 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 3- 2 155 0.05 C Scale = 0. 8648 Eng Job: WO: ROAK3 Dwg: TI: V20 Dsgnr:TLY Chk: 8/26/2006 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 v4.7.32-38817 Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V21 Qty:l DESIGN INFORMATION This design is for on indnidual building component and has been based on Infermration li mided b the client The designer dlsebims an) nesporsibiliry for darlugn as result of Wry or Incorrect information. speci(Ilatmm and/or designs rumshed to the U= designer b) the client and the correctness or accuracy of this irdorr atfon as it ma) relate to o q—liic project and steps ro nspore ibilin or —tan no comml nih regardto fabrication, handling, shipment and installation of trusses This truss has been designed as an inditidwl budding cornpcncnt in accordance nigh ANSUTPI 1.1995 and NDS- 97 to be incorporated as pan of the Wilding destgn b a Butlmng Designer. When rttiened for apprm.1 b) the building designer. the design loadings shmtn meal be checked to be sure that the data shone art in agreement nnth the local building coda local climatic records for rood or snore loads, project specifications or special applied loads Unless shmnnt tons has not been designed for storage or occupsM loads The design assunnnn compresston chords (top or broom) are comic oust) braced b) sbething unkv aherniw specified Where bollom chords in tension art nor fulh bread latemlh In a proper, applied tied ceiling. they sltmrld be braced al a masimuin spacing of I0'-0' o c. Connector plates shall be nanufactured from 20 gauge Trot dipped phirraed ucel netting ASTM A 653. Grade 40. unless offs —se shotm. FABRICATION NOTES Prior to labricatiam. the W reator shall m,ni this diem{ to serif)• that This din i—il is in confomurice pith the fabriatoes plans and to mahn a cominuiag rapuavbinq for exb tenficaton Any discrepancies cart to W put in tit 1,ng before coning or fabnnation. Plata shall cot be Installed men knnoiholes, knot or diverted grain. Members shall be cut for light filling nood to resod besnag Connector plates shall be located on both fain of the inns nth it, ILlly imbedded and shall be non abean the pins uNess aitic—w dw— A 3c4 plat, is 5' oink c 4' long. A 6c11 pate is 6' ride c g' long Slits (holes) run parallel l0 the state length speYdled Double cutson nteb members shall inert at the centroid of the nobs unless olhernue shmm. Connector plate sizes art minimum urn bused as the rotten shmtn and may need to be ircreased for certain handling and/or erection sitessa This trim is not to be fabricated nth fire retardant treated lumber unless otlemin shone. For additional irdomation on Quality Control mfcr to ANSII PI 1-1995 PRECAUTIONAR1t NOTES All bracing and erection recommendations art to be foumted in accordance nlh accepted industry publicatioro Trusses art to be handled nth particular cart during banding and bulling, delnery and enstallalion to i noid darmge Tcmponn and peroarcnl bracing for holding tmssin in straight and plumb potation and fin resisting lateral forte shall be designed and installed b)• others Careful handling is essential and erection bracing is ahiphy required Norval precautionary action for trusses requires such tempomn bracing during installation besnecn trusses to anted toppling and darn noting- The supenesion of erection of inma shall be under the ewarol of per cgxncned in the insallatmnedlrusses hofasim I.M—.hullbeswghl d ruecdcd. Conceouation of camntxlion lends gnerer toes Ili desegn 1=6 doll not be applied to times at art) time. No loads other than the uetght of the erectors shall be applied to Imsses until after all fastening and bracing is TC: 2x 4 SP 82 BC: 2x 4 SP M2 WB: 2x 4 SP #3 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 6.0 ft W= 6.0 ft Truss in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.23/302 0.23/302 2-1 Soria. -0. 02 -0.05 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 2-0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-58/213, HOT CHORD 4-3=-39/54, Web 3- 2=-135/344, TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 213 0.55 A '4- 3 54 0.57 6-0- 0 4.00 Joint Locations 1) 0- 0- 0 3) 6- 0- 0 2) 6- 0- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift Y Type 0- 0- 12 1 254 -305 -404 B Pin 5-11- 4 1 262 0 -456 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 3- 2 344 0.15 C 2 2x4 2- 0- 0 2501 1. 50" 26211 1.50" V 6- 0-0 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 WARNING: Fman ondaSystemsBracingshmmonllusErin{ isnot erectionbracing, nindbrocing, penal bracingor similarbracinginfuch so panof the building design and Which must beconsidered by the budding designer Bracing downisfor lateral suppon oftom members only to reduce buckling length. Pint worts must be made to anchor lateral bracing at ends and specified locations demin nned be the building designer. Additional bracing of the memll structure tea)• be regmred (See HIB-91 of TPI) For specific truss bracing requirements, contact building designer (Tim Plate Institute. TPI is located at 583 4005 MARONDAWAYMOmfrioDriteMadison, Wisconsin 51719) Sanlordr FL. 32771 Component Engineenng by Tim Engtnocring Co. PA.. 818 Soundsde Rd. Edenton, NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE sa0050060 267 Medallion FL Chuluoln, FL 227Fi4 3 Scale = 0. 6644 Eng Job: WO: ROAK3 DWg: TI: V21 Dsgnr:TLY Chic: 8/26/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0C BLive 10.0 psf TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 psf v4.7.32-38818 uesign: inacrxic 4sna>_ ysis Fronde Path: C:\TEE-LOK\Work\Jobs\ROAR3\ROANOKE K 3\V21.prx I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V3 Qty:l DESIGN INFORMATION This design is for an indhidml building component and has been based on information prmidcd by the c1em. The designer disclaims atq responsibillq for damages as a result or fmdr muorincorrectInfoatrns onspaincalioand/ or design furnished to the truss designer b) the cliem and the correuam or accuracy of this information u u ma) relate to a specific propel and Ism responslbiliq or etmcrso no control with mpm to fabrication men handling. shipment and installation of trusses This Iniss has been designed as an milhidual building component in accordance nith ANSVI'PI 1-1995 and NDS- 97 to be incorporated as pan of tb< building design In u Budding Designer. When minted for apprmal by the building designer. the design Imdings AMIn must be checked to be sure that the data shonit art in agreement nith the loot building codes. local climatic records for wind or snon' Ioods project specifications in special Applied lards Unless shmtA truss has nor ban designed for forage a occ poacy loads The drip assumes eompinsioo dmnds (top or bunco) are canimiously braced b) sheathing unless mhmise specified %%'hare bottom chords in tension arc rid fnlq braced lateral]) b) a properh• applied rigid ailing, the) should be braced at masamum sparing of Id-0' o c. Connector plain shall be manufactured um h20gorge hot dipped phrudeed cal M meeting ASTA673. Grade 40. unless othic— sheen FABRICATION NOTES Prior to fabncouon the fabricator shill mxtt this dining no ce 6 that this dining a in coriforaaree with tic fabricator's plan and to maliu a confirming respormbihry for such tenfeatrar. An) drscrepaees awe to be put in unting before cutting or fabrication Plain shall rim be Installed mean knotholes, knots or disioned grain hlembers shall be eta for tight fining umd to nood bearing Connector plain shall be located on both lam of he truss ntth nails loth imbedded and dull be sin about the pie unless mhcmise sbonn. A 5t4 plate is d' nide t 4' long A 6tg plate is 6' uide t a' long Slots (holes) run parallel to the plate length specified Double cuts on neb members shill near a1 the anlraid of the rich, oNess othernise shoun Connector plate sizes as minimum sim based an the fames Lleme and rim) need to be increased for certain handling and/or erection tresses This Irua is nor to be fabrr ated with rim m iardam treated lumber unless offic- ise ibmtn For additional un1brool m on Quathr Control refer to ANSVTPI I-199d PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed in accordance ntth aaepled indusir) publications Trusses ice 10 be handled mih particular cart during banding and handling, deliter and installation to mad damage. Tcngonn and permarcnr bracing for holding trusses in a stnught and plumb position and for mining lateml roam shall be designed and installed by oilers Cnmlbl handling Is essential and erection bramg is drams required Normal pimc mmrun action for incases requires such temporary hacmg during insuillalion betneen trusses to maid toppling and domlming. The ripewision ofermion of inures shall be under The control of persons c gxnenced in the unsiallanon ofur Ines Professional adtiashall be saughi of needed. concentration of consinetion Inds greater than the design Inds shall not be applied to Inures at am rim No Inds deer than the neigh) of the erectors shall be applied to Iman = u[ aller all fastening and bracing is TC: 2x 4 SP a2 BC: 2x 4 SP #2 WB: 2x 4 SP 83 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-294/237,2-3=-294/237, SOT CHORD 6- 5=-150/270,5-4=-178/399, Webs 5-2=- 353/643, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 643 0.16 C 2-0-0 MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 8.0 ft W= 8.0 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 -294 0.15 A 6- 5 270 0.20 2- 3 -294 0.14 A 5- 4 399 0.21 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 03/999 0.03/999 2-1 Horiz. 0.00 0.01 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 4-0-0 4-0-0 2 3 6. 00 6. 00 4x6 2x4 Joint Locations 1) 0- 0- 0 3) 8- 0- 0 5) 4- 0- 0 2) 4- 0- 0 4) 8- 0- 0 6) 0- 0- 0 In -Plant Quality Assurance with Ccr 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Hoarier Uplift Y Type 0- 0-12 1 68 -230 -88 B Pin 7-11- 4 1 69 0 -91 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE r2 10MA MA MA MA MA MA MA MA MA MA MA MA MA MA MA MA MA MA IMAM MA MA MA r' I 8- 0- 0 4 6 5 4 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: CMarionda Systems Bracingshim= this dmtting is not erection braing.trind bracing. portal brucing or similar bracing much is a Pan Wof D9 r: TLY Chk: the building design andnhichmeatbeconsideredb)'the budding designer Bracing slpun is nor taleral suppon or tnia members only to reduce buckling length Prmtsions min be made to anchor lateral bracing 21 ends and spedfied TC Live 16 . 0 s f it=detemined by theWildingdesigner. Additional bracing of the on tructure coo' be required. (See HIB-91 P of TP1) For specific inns bracing requireme ils. conlact building designer Units Plate Institute. TPI Is located at 593 TC Dead 7 . 0 psf f 4005 MARONDA WAYD'Onofno Dries. Madisonea Wisconsin S3719h Sanford, FL. 32771ComponoenEnginceringb)' Tn EngimcringCo.P.A,. gig Soundside Rd. Edenton NC27932 BC live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE * 00050060 BC Dead 10.0 psf 367 Medallion PL Ehuluola, FL 12766 TOTAL 43.0 psf Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\ROAK3\ROANOKE K 3\V3.orx 2-0-0 Scale = 0. 5442 WO: ROAK3 TI: V3 8/ 26/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 38819 l Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V30 Qty:l DESIGN INFORMATION TWs Ileslgo Is for an Irdhidual building component and has been based on infer anion prmided b) the clam The designer disclaims any respomebnlen for damages as a mWl of UWh or incorrect mfonnatton. specifications ardor designs furnished to the Irtm designer by the client and 11. correctrras or accuracy of this infill—tiou as it ma) Mare to a specific project and .aegis no responstb lit) or e.<ercises no conwl nilh regard to fabricaum handling. shtpmnt and installalion of trusses This truss has been designed n an indniduel budding component to accordarce with ANSViPi 1.1995 and NDS-97 to be incorporated as pan of the Wilding design b). a Building Designs. When m ummd for apprmal b) die budding designer the design landings shorn meal be chmkcd to be sure that the data shoran art in agrRmnit n rah the local building codes local chromic records for mind or seam loads pmret spectfialrous o, special applied loads unless shorn, truss has nee ban designed for storage or oecvparea loads The design nsprmes mrpntsion chords Hop our batons) art conlinuard) braced b) sheathing unless chemise specified Where banlwn chords rn Ienston are non fulh braced lomralh b5 is praperh applied ngid mha& rue) should be broad al nna<nmum spacing of 10.0• o e Comtecrot plates shall be manufaerued fern 20 gauge lid dipped gahlnind steel nceung AST1,1 A 655. Grade 40. unless odimise shmtn FABRICATION NOTES Prior to fabriaum the fabricator shall mime Iles draping to mnify slut this dosing is I. conformance -nth the fabriatuh plain and to mahn a continuing mspanobilm for such tcrifiauou. Ms discrepancies cart to be put in unting before cutting of fabrication. Planes shall mar be installed mar knotholes knots or distorted grain. hleruben shall be cut for tight fitting mood to mood baring. Connector plates shall be looted on both faces of the Inns pith its fully embedded and shall be s)— about the joem sunless ohennse dater A 5<4 platen 5• ride < 4' Iraq. A 6<g plane is 6' ride <i' long. Slas (holes) ram parallel to the plate length specified Double curs on net mernben shall ntai at the ceniteoid of the nets unless ahomnsc damn. Connector plate sins art minimum slur mbasedontheforsh— and inns• mho to be iw ased fin certain handling and/or erection unozs This truss is or to be fibmard milli fire retardant tamed lumber unless shim". shorn Forodd,,i.,W rnfrmutton an Ountr< C-1ra1 refer to ANSVfP1 1. 1915 PRECAUTIONARI' NOTES All bracing and erection reeommerdatiom art to be follotcd in accordance trill accepted indoor) publications Tnuss cart to be handled mph particular art during banding card bundling. delnen and installairou to mvid damage. Temporal) and pertnatem bracing for holding trusses in a straight will phumD positron and for resisting lateral form dull be designed andinstalledbs others Careful handling is esserial and erection bracing is aMms required Nornul precautionary anon fa tresses requires such temporar) bracing during ant Wtation beman trusses to mead toppling and dommtoing. The wpmision of eremiou of tmsm shall be under the control of persons e<penerecd in the installation of liaises Professional ndtice shall be sought 1f needed Concemrarion of construction ouds ruction Igreater than thedesignInds shall trot be applied to tresses at am tune. No loads other Than the neghl of the erecon shall be applied to trusses until after all fastening and bracing is completed TC: 2x 4 SP # 2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 43 68 -70 B Pin 3- 3- 4 1 76 - 68 -114 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAIL DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( a). I.Span 0.00/999 0.00/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor - 1. 50 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 3. 3 ft W= 3.3 ft Truss 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=-49/ 68,2-3=-49/68, HOT CHORD 6-5=0/ 0,5-4=0/0, Webs 6-1=-23/66, 5-2=-81/234, 4-3=-36/106, 2- 4-0 3-4- 0 2 3 4 2-4- 0 2x4 2x4 3x4 H XXXXXXX 1 1 1 76N1. 50" I 6 5 4 Joint Locations 1) 0- 0- 0 3) 3- 4- 0 5) 1- 4- 0 2) 1- 4- 0 4) 3- 4- 0 6) 0- 0- 0 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. TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 68 0.06 A 6- 5 0 0.02 2- 3 68 0.07 A 5- 4, 0 0.02 WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 6- 1 66 0.12 C 4- 3 106 0.13 5- 2 234 0.47 C 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 NARNING: Dwg: LM Bringsttottnonihtsdmttingismenmonbractng.ttindbring.portalbmringorsimilarbringnthichrsapanof DSgr) rTLY Chk• aronda SysteDmsthe building design andtthichmustbeconsideredb) the building designer. Bring shown is finlateral suppon ofem' umbersanyto reduce buckling length. I' m%isiom must be made 10 anchor talent bracingal ends and specifiedTC LlVe 16.0 8P locations dcteranned by the buildingdesignerAdditionalbringofthememllunsctumma)• be required (See HIB-91 P Scale = 0.5828 WO: ROAK3 TI: V30 8/ 26/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 38820 Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V4 Qty:1 DESIGN INFORMATION this design Is for an indhidual building component and has been based on infomation pronded by the client. The designer disclaims atq responsibility for damps a a result of fadty or incorrect info rnatim speeifwtma and/or designs furnished to the Into designer b) the clfciu and the correctness M amuoe7 of this infomatmn n it may relate to a specillc project and accepts no responsibility or ctereises no control nith regard to fabrication handling. shipment and installation of trmas This truss has been designed a on intuddatl building component in accordane, nith ANSVIPI 1-1995 and NDS-97 to be incorporated a pan of the building design by a Butldiag Dmpner Wbern metied for appro al b) the building designer. the design loadings shone muss be checked to be sure that the data shmnn an in agreement mcodes. ihthelocalbuildingcod. tl climate records for u ind a snou loads, project specifications or special applied loads Unless shorn truss has not been designed for storage a omrpom kaads The design assmnes compression Chords (cop car bottom) arc command) brand br dtmthing unlm othemiw spmfled where bottom chords in tension are not fall) braced kamralh by properly applied rigid ceiling. they should be braced at a mnumum spacing of I(Y-0' o.e. Connector plates shall be mtmfactumd from 20 gauge hot dipped phanimd Dal meeting ASTM A 653. Grade 40. tmless othemix shotin FABRICATION NOTES Prior to fabrication the fabricator shall man this tinning to nenfi that this dmieng is in confomancs oith the fabricators plans and to reality a continuing responsibiltq for such n<nfuetion. An) discrepancies are to be put in ranting before cutting or fabrication Plates shall tit be irmalled m er knotholes. knots car distorted gram MetoWs shall ba ran for ugly fiuirtg nmd to rood bearing Connector platesshall be looted oe both faro d the tuts mth tads Cali imbedded and shall be s)m. about uhepim unless othemise shone. A 5%4 plate is P ride J' long A 6d plate is 6' code c g' long Slots (holes) con pvaliel o the plane length specified Double cou en neb rocrMen sholl mesa at the cenuod of the nebs unless dhemise shonn. Connector plate Dies an minimum silts based on the farm shann and met reed to be itncinsed for amain handling andfor erection Dresses This tram is not to be fabricated ntlh fire mordant mand lumber unlessothcmise shone For add dotal irifomatio i on Quality Control rela to ANSV7PI 1.1993 PRECAUTIONARY NOTES All bearing anderection mcmio erdstions are to be folloned in accordance nith we, ed industry publtouons. Trusses art to be handled pith pamcolar art during banding and bundling. deliser) and installation to acid damage Temporary and pemanent bracing for holding trusses in a straight and plumb positton and for renting lateral forty shall be designed and installed b) others Careful handling is essential and erection bracing is ahem required. Nomal prevmiorary onion for basses requires such temponty bracing during installation bentan trusses to avid toppling and domiming The supmision of eneimn of trusty shell be undo the conlml of persons r perminced in the iataifatiott of time Profrsioml adtia shall be sooghl concentration neededconcentration of mnstmnon foodscream than the design loads shall not be applied to trusses at an) Lime. No loads other than the "'go of the criterion shall be applied to tomes until alter all fastening and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP N2 WEE: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 515/401,2-31-514/401, HOT CHORD 6-5=- 264/448,5-4=-312/622, Webs 5-2=-553/ 965, WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 5- 2 965 0. 24 C 2-8-0 510 1.50tt 4- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7- 02, CGC, V= 125mph, B= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 10.7 ft W= 10.7 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 -515 0. 27 A 6- 5 448 0.32 2- 3 -514 0. 26 A 5- 4 622 0.33 6.00 2 4x6 2x4 6 5 0 6. 00 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: Laronda Systems Bracing slip.. on this dins a& a col erection bracmlf. oind bracing. portal bracing at similar bracing it hich is a pan of the building deign and nhich mum be mmidemd b) the budding designer. Bracing shoem is for lateral support of tram embers only to reduce buckling length Pro isions must be made to anchor lateral bracing at ends and specified L.IOOliom determined by the building designer. Additional bracing of the memll structure nay be required. (Set HIB-91 of TPI) For specific Ennis bracing requirements contact building designer (Trim Plate Institute. TPI is looted at Say 4005 MARONDA WAY D'Omfrm Drine.Madlmn.Wtwonsin53719). Sanford, FL. 32771 Cornponceu Engineeringby: Tram Engineering Co.. P.A. gig Sourdside Rd. Edenton, NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 000050069 367 Medallion PL Chuhuotm, FL 327GO Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\V4.prx Joint Locations 1) 0- 0- 0 3) 10- 8- 0 5) 5- 4- 0 2) 5- 4- 0 4) 10- 8- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX . REACTIONS PER BEARING LOCATION----- T-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 51 174 -43 B Pin 10- 7- 4 1 51 0 -46 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL'MAK DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.08/ 999 0.08/999 2-1 Horiz. 0.01 0. 02 NA Max DL Deflection L/ 999 = 0.00 Long term deflection factor = 1.50 3 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 TOTAL 43.0 Dsf 51H 1.50" Scale = 0.5620 WO: ROAK3 TI: V4 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA vd 7 Z'7- 7AA71 Job: ROANOKE K 3 Customer: WO:ROAK3 TINS Qty:lDESIGNINFORia'IATION e for and BC: 2x 6 SP q2 Analysis based on Simplified Analog Model. All Joint Locationshasbeedesigninforntidualrendingmmpononthasbeenbasedonitiforiiali0nprmidedbyihcla:nl The designerdisc'laims.n) MULTIPLE LOADS -- This design isg the COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 2- 0- 0rtsponsibtllpfordimagesm. result of both orinmrmeilnfomution.speeir atiom composite result of multiple loads. continuously braced unless noted otherwise. 2 1- 0- 0 4) 0- 0- 0 uAki, desrgm h,mrshd to the truss designerC6C, rcr b) the client WndLod per ASCE 7-02, V= 125m ph, In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max MAX, REACTIONS PER BEARING LOCATION----- ndthmneetnnsaaeco-athhinfprttution.sit ma. -late to.epeMp,ojad B= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Compression/Max Tension TOP CHORD 1-2=-1/2,3-2=-1/2, X-Loc BSet Vert Boriz Uplift Y Typerid -pis no responslbnit)or Bld Type- anal L= 57.3 ft W= 2.0 ft Truss 0- 0-12 1 2 5 5staid- nocon,ml nith regard to fabrication. handling. shipment and installation of 1. in END zone, TCDL= 4.2 psf, BCDL= 1.2 HOT CHORD 3-3=0/0, 1-11- 4 1 4 0 H Pin 10 B This lass lots been dru&ircd s n lydri,dual building Impact Resistant Covering end/or psf Glazing Req TC. ..FORCE. .CSI. Cr ..BC. ..FORCE..CSI. 1- 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE Pin vinpoacnt in ncmrdance, niih ANSVIPI l• 1993 and NDS-97tole 2 0.00 A 3- 3 0 0.00 3- 2 GLOBAL MAX DEFLECTIONS--------- incorporated aspan ofthe building design 2 0.00 A b) Building Designer.Designer.Nhr, 'nmiened fa app,oial b,• LL TL the building designer. the deign loadings shone mart be in./Ratio in./Ratio Jnt(s) . checked to be term that the data thontnareinaptennent I.Span 0.00/999 0.00/999 2-3 mills the local building coder local clmuhc records for Boz i z . 0.00 0.00 NA nind amomloadsprojectapecirkatlons.,special DnIRil beendesignedLong s nixdesign MaxDLDeflection L/999 = 0.00 ran Vanilla or loads Thers for POage OrOCNpanRloadsThedesign0aaarttesterm deflection factor 1.50 conspresiion chords (top or balloa) are mnitmqufl) brxedbesbriihrngunlesso(hemmspmried IVhcm bottom sheds in tension art not full) bated lalealh b) . Properly applied rigid ceihn&, thu should be braced .1 a maamum spocing or iO'-V o c. Connector plats Hull be mamdbcnued from 20 gauge ha dipped Z.1-ired steel mining ASThI A 633. Grpde 40. unless offs-isc deem FABRICATION NOTES Main, fsbricanere the fabncato, shall tR,Rt this 1-0-0 1-0-0 damn& to ienQ• that this damn& ism conforms ce nigh the fbbricaloes plan arid to mahre a continuing 3 2 1 responsibihs) far Such lenllation Am dirrepareme; art to be put in miring before cutting a rabnalicn Plain f0.40 6.00 shall not beinstalledmcrknotholes, knots or dinoned grain Memhn shall be coi far itghi fisting mood to mood hearing Connecor plate shall be located on bah races of the lrt¢i itith mils full) Imbedded and shall be sin. about thjoalunlessahmse,hoiin A314plateis3- lade, J- long- A 6,f pl.lc a 6-.,de , 31' long Sluts (holes) run parallel to the plate length cpecilled Double cub on nab nxmbcn shall meet aI the centroid of the nets unless ahemim damn Cortnmor pl.m sim.m mmtmam 0-6- 0 hreabard ou Ih ram shmtti and ma) treed la be 0-6-0 increased rot cennn handling and/or erection asses This truss is not to be fabricated pith fire retardant inened lumber unless othentim shone For additional information an Quills) Control refer to ANSVTPI 1.1993 PRECAUTIONARY NOTES All bracing and emchan rtcommcMatans art to he folloned to accordance nith accepted industry puhhations. Trusses are lobe handled n,lh particular cart during banding and bundlint delhen and msmllatien to aatd damage. Tnnporan and permanent bracing fa holding Innis in is aaighi and plumb Paoli-- and lot resisting lateral flames shall be designed old Installed by others Carehll handling is essemial and enacian bracing is aln> ttc required Narnal presnmiorap action for lntaaes requires such Iemporan bracing during 1.11riron (emeen Intson to staid toppling and dlaminoing The suMnisionoremlionortrucsnshallbe -5N 1.50" Still]© 1- 1- 0 -ION 1.501, ender the contml ofpersonseaperfencedIntheina.Ilalion of imana Profas,orml .dote shall be Sought it needed Concentration of construction Inds greater than the design Inds Shall nol be applied to InnX3 at any lime. 4 2-0-0 u No loads other thanthencighloftheertclonshalllet -rl applied to ttmses until after all fastening and bracing is completed 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.9618 WARNING: Eng Job: WO: ROAK3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: V5 ar o n daSystemsBracingOmitsonthisdraitinganotcienionbac,ng, hind bracing- portal bracing or umil., bruin& ittich is a par[ of the buitdingdesign.ndntichmat be considered by the building designer. Bracing sham is rot lateral Support iftiuss Dsgnr:ECH Chk: 8/26/2006 members onl) to reduce buckling length Proiisiom must be made to arches Lateral bracing at ends and specified Ioations determined by the building designer. Additional baring of the mcrall stacture imy be required (See HID-91 TC Live 16.0 psf Lbr DF: 1.25 4005 MARONDA WAY ofTPI), ForspmllcIrussbatingrequireinits,conimbuddingdesigner (Truss Plate institute, TPI Is baled m3z) Plt DF: 1.25 D•Onofrio Drwc, Madison. Wisconsin33719) TC Dead 7.0 psf Sariford, FL. 32771 Coniporcnt Englnceringbr.Tmss Engineering Co.PA.. IIfl Sotindsidc Rd. Edenton. NC27932 O.C.: 2- 0- 0 407) 321-0064 Fax (407) 321-3913 BC Live 10.0 psf TpI-02/FBC-04 TOMAS PONCE P.E. LICENSE00050068BCDead2.0 psf Code. FLA 367 Medallion PI. Chuluota, FL227CCTOTAL35.0 sf v4. 7.32-38822 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\ROAK3\ROANOKE K 3\V5.prx Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V6 Qty:l DESIGN INFORMATION This design is for an itdisidual building component and has been based on m1bins iton presided b2 the client. T7e designer disclaims an) responsibility for damages os a result of trinity or incorrect information. specifications and/or designs furnished to the true designer by the client and the corrtxntess or acane, of this information as it mo3 relate to specific pram and seeps no revoosibilin or mmises no control nith rtprd to fabrication. hurdling. shrprent and installation of busses. This tens has been dmgn d as an irdnid-I building component in accordance nith ANSVTPI I-19f3 and NDS-97 to be incorporated as pan of the building design b3 a Building Designer. When mimed for appmnal by the building designer the design loadrnp damn most be checked to be art Ihot the dace shorn art in ogoemem rsith the local bmlding Ades, local climatic records for Mad or snow (cods, pmjm specifications or special applied lads Unless shoran, tun has rim been designed In; pomp or occopam loads. The design assume compression chords (top or bottom) cart cortumm1) broad b5 shouting unless ailm-it, specified. %Vhcm bonom chords in tension art m full) braced latrralh b). a properh applied rigid ceiling. Ili should be braced st a masrmum spacing of 1014)' a c Connector plain shall be manufanurM from 20 Suite boa dipped phsmred smel meeting ASfM A 653. Grade 40. unless at -se ihonn FABRICATION NOTES Prior to 6briatton. the fabnator shall mess this drawing to i,cnh that this dran ing is in condoms race mIh the fabrienors plans and to realize a continuing responsibrlrq for such , m iation. Am disctepaacies art to be pm in unling before aping or fabrialion Plain shall nice be installed an a kstaholm knots or distorted grain. Members shall be cm fa light fitting nod to nood baring. Connector polies shall be lasted on both fans at the tram niih its h dl) imbedded and shall be s3m about thcpim unlesschemise shmm A 30 plant is 5' aide x 4' long. A 6x8 plane is V snide x g- long Slots (holes) run parallel to the plate length specified Double cuts on rseb members shall meet at the centruid of the nibs unless othensise shone Connector plate sizes art minimum sizes based on the forces shm,n and may need to be iacreaxd for certain handling and/or enaction strmn This tram is not to be fabricated nth fire mardam hated lumber unlessabrimise sbosin For adddianal information an Qualiq Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bitting and ereelion mammeridalats art to be folloned in socordarate nith aaeped indoor) - publications Tmssn art to be handled pith particular art during banding and bundling, delnet) and insallmion to armd damage. Temporary and permanent bracing for holding teat in a emight and plumb position and for riming lateral faces doll be dinged and installed bq ahers Careful handling is essemial and erection bracing is dns2s required Normal facesmioiaq onron fa trusses minim such tcmpaaq bracing during installation bmaten inns to void toppling .it domiroing The supenision of erection of trusses shall be wrier the control of persons experienced in the Installation of tftiSQs Professional adrice shall be sought if heeded Concentration afconstnction loads greater than the design loads shall not be applied to tenses at on) time No loads other than the rmight of the erector shall be applied to uniSSn until after W 1129ening and bracing is TC: 2x 4 SP B2 BC: 2x 4 SP #2 WB: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compresaion/Max Tension TOP CHORD 1-2=-74/l76,2-3=-73/78, HOT CHORD 6-5=-42/85,5-4=-53/168, Webs 5- 2=-144/258, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 258 0.06 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Rat= 1.0 Bld Type= encl L= 4.5 ft W= 4.5 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- 2 176 0.03 A 6- 5 85 0.06 2- 3 78 0.03 A 5- 4 168 0.07 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). 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 I. 2- 3- 0 I, 2- 3-0 1 2 3 G.00 - 6.00 4x6 43A_ 3x4 T 2x4 Joint Locations 1) 0- 0- 0 3) 4- 6- 0 5) 2- 3- 0 2) 2- 3- 0 4) 4- 6- 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 65 -223 -101 B Pin 4- 5- 4 1 65 0 -104 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Q'il MAMA MA MA MA MA MA FIVIRA V1000*101931MR18s, 4-6- 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 ro n d a Systems Bracing shorn on this dranty ism erection bracing, nindbracing• portal bracing or simn9r lancing u hich is a pan of the building design and nhich must be considered by the building designer. Bracing shoran is fa Iaesol support of Inure members only to reduce buckling kngh Prosisioru most be nude to anchor lateral bracing at ends and specified locations dnermincd by the building designer. Additional bracing of the nrmdl stricture may be required (See HIB-91 o(TPI).For specific truss bracing requiremems, amact building design (Trim Plate Institute. TPI a looted if5a3 4005 MARONDA WAYD'Omfno Driie. Mail.., Wisconsin 537I9). Sanford, FL. 32771 Componenl Engineering bl- Truss Engneenng Co. P.A.. gal Soundside Rd. Edenton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE Fs005006e 367 Medslllon IL Chuluota, FL 32766 Scale = 0.6589 Eng Job: 18/ 26/2006 WO: ROAK3 Dwg: TI: V6 Dsgnr:TLY Chk: 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-04BCLive10. 0 psf BC Dead 10. 0 psf Code: FLA TOTAL 43.0 Dsf v4.7.32-38823 I I I Job: ROANOKE K 3 Customer: WO:ROAK3 TI:V7 Qty:l DESIGN INFORMATION This design is for an itdnidml building cc. penenl and has been band on triloru tum prmidcd b) the client. The design disclaims am lesponstbilm for damages as a result of faulty or i"arm t iidomaiion, spenliotao.. n idlor design furnished to the lsuss designer b) the clam and the current on" or accuracy of this information as it may relate la a M-fic Men and accepts notowbiresplip' or "'sires m Control nimh rcpnd in fabrication. handling. shipment and i..tallattom of hisses Thus muss has been designed m an anduiidwl building componem in accordance math ANSVTPI 1.1995 and NDS-97 to be incorporated as pan of the building design b) a Budding Designer When mimed for opprm>tl b) the building resigner. the design loadings shorn now be checked to be sue that the data stun art in agreement Mill the local building code, tool chmalie records for mind a stun loads. project specifications or special opplrcd loads Unless shorn, truss has nor been designed for storage or a:cuparn• Imds The desip assumes compression chords (top or baiom) are contimuctia) brand b) sheathing unless ahemise specified Where bottom Chords in tension an nor fdl) braced taleralh b) a property applied rigid ceiling. they should be braced or a ins<umum spacing of 1(r-0' o e Connector plates shall be manufactured fora 20 pugs hot dipped phomzed reel meeting ASTM A 653. Grade 40. antra aahmiise dorm FABRICATION NOTES Prior to fabncalictc the fabricator Shan mum this dinning to it,ilj• rhit dos drautng is in confommnce pith the fabricators plans and to mlin a continuing responsibility for such itrifican.n Am discrepancies are to be put in uetiing before cutting or fabnation Plates shall rat be installed racy knotholes. knots or distanced grain. ktrartm shalt be cm for tight rating nmd to mad bearing Conrccror plain shall be locatedoo bah flares of the truss pith mais fully imbedded and Shall be ram. about the Our unless aheruise sham. A 5<4 plate is 3' aide < s' long A 6d plate is 6' mide x 1l' tong Slots (boles) run parallel to the plate length specified. Double Ms an nob members Shall min at the centmid of the mobs unless ah- ise shorn. Conneoot plate ssm cart minimum woes based on the forces Shorn and may need to be increased for certain handling and/or erection presses. This inns is not to be fnbncated nith nm retardant treated turabcr unhss amn lit-1. daFor oddlin al a.1orunticn on Quoin) Cmtrd refer o ANSVTPI 1.1993 PRECAUTIONARY NOTES NI bracing and erection remourne daiiau art to be rationed in accordance nith aeceped ind ary publications Torus art to be handled mite particular on: during Mnding and bundling. delnery and imrallaton to mold damage. Tempomr) and permanent bmang rot holding Intones in a straight and plumb position and fa resitaing lateral forces shall be designed andinstalled b) odors Careful handling is epenual and neciim bracing is alums required Normal prcoaio..n onion fa trusses requires Such temponn' bracing during nmaBation bet- Imes to mud toppling and dominoing The supenision of ermion of Inns= shall be under the Comirul of persons experienced in the installation of i uset Professional oditce Shall be sought of nwded Cotcemration of constriction loads greater thin the design lands Shall col be applied to trusses al on) time No loads other than the neigh) of the tenon shill be applied to inusses until one, all fastening and bracing is TC: 2x 4 SP # 2 BC: 2x 4 SP N2 WB: 2x 4 SP N3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 234/l94,2-3=-234/l93, HOT CHORD 6-5=- 120/221,5-4=-143/337, Webs 5-2=-297/ 549, WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 5- 2 549 0. 14 C 1-9-8 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wndliod per ASCE 7- 02, CLC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 7.2 ft W= 7.2 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 -234 0. 12 A 6- 5 221 0.16 2- 3 -234 0. 11 A 5- 4 337 0.17 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.02/ 999 0.02/999 2-1 Horiz. 0.00 0: 01 NA Max DL Deflection L/ 999 = 0.00 Long term deflection factor = 1.50 3-7-0 3- 7-0 1 2 3 6. 00 -6.00 4x6 2x4 Joint Locations 1) 0- 0- 0 3) 7- 2- 0 5) 3- 7- 0 2) 3- 7- 0 4) 7- 2- 0 6) 0- 0- 0 In -Plant Quality Assurance with Ccr 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift Y Type 0- 0-12 1 70 -219 -97 B Pin 7- 1- 4 1 71 0 -99 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 7ON 1.50" 71 # 1.50" 7-2-0 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 ro n d a Systems Bracing dumin ou this dransng rs not nmion bracing. u,nd bracing. portal bracing or Similar bracing utich is apart of the building design and nhich mom be considered b) the building designer. Bracing shorn is for lateral suppon of truss members only to reduce bridling length Prui•isiam must be made to anchor lateral bracing at ends and spenfod locati...."ermi.ed b) the budding designer. Additional bracing of the mtmll sanctum min' be required (Ste HIB-91 of TPh,For sperms tam bracing requirnnemL coniact building designer (Tam Plate Imailum TPI is located of 533 4005 MARONDA WAY D'Orofno Dnie, Willson. Wisconsin 53719). Sanford, FL.32771 Component Engrnnngb3-TnsssEngineeringCo.PA.818SoondsideRd. Edenton.NC279.12 407) 321-0064 Fast ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 0005006e 367 Medaalon FL Dhuluoh, FL 32766 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 nsf 1-9-8 Scale = 0.5706 WO: ROAK3 TI: V7 8/26/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-38824 a c Oo LL. Ln e4 IL rI M O W J OrZiV1V' f W Z jFpa UU. = OTC W W C OFZ•1 z W Z O Y Q aiaa v Mnv a 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 4 148 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 (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. 1" St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or 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.) 7. C=. I - TH MAS GREENAWALT Maronda Homes, Inc. of Florida Vice President 00o frt za Sworn to and subscribed before me this 19TH day of DECEMBER, 2006. m d m z r- z No ry lic uunuu..u.....u....nnuno.u.oa. JFJ1Ni INE FULLERGIN di "" •, Comm# D0048MB4 g; `ZF' r:res 8/1012009 j (800)432- 4254: As i. .. .................... o v mm mr`v Nrn c3o C" --im to w - d ru W m CERTIFIED COPY „ m C5 & _" P g -- m MARYANNE MOBS. -` m m m G z CLERK F IRCUIT CO''-- a g LO SEMIN COU Con BY W c O nT 2 0 2006 l- r= I MH Maronda J ome.3 955 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 # 06-471 issued to Maronda Homes for property address 148 Wheatfield Circle. The permit was issued on November 15, 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 # 06-471. 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 leih Summers Vice President of Construction Maronda Homes, Inc. of FL COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-77038 BUILDING PERMIT N B R- C)l.o _'. ( ITY I eUNITADDRESS: 1 f 1 TRAFFIC ZONE: JURISDICTION: 06 SEC: TW RNG: SUBDIVISION: Li e PLAT BOOK: P AT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: PAS DATE: U r COUNTY NUMBER: CITY OF SANFpRD CITY OF SANFORD PARCEL: TRACT: BLOCK: LOT: 41-11 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 S & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 6 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE 0 dwl unit 8 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY:fo o I(t/ re SIGNATURE,. PLEASE PRINT NAME) DATE: is . .. J. .. .., . .. .' _ e i • le i e ai ._...._ . .. ,. -'..... NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING , A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** 10.. r ,I 11 CITY OF SANFORD PERMIT APPLICATION 9 Permit # : Ckp— ` 1 Date: AUGUST 22, 2005 FiO C Job Address: 148 WHEATFIELD CIRCLE LOT 4 CELERY LAKES PHASE 3 2 ODescriptionofWork: Single Family Residence `- Historic District: Zoning: Value of Work: $67,338.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole ; 4 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: 1.892 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X TEMA form required for other than X) Parcel M Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Sarines, 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) 475-91 12 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 I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 8/22/05, Sign; re of O er/Agent Date Russell Keith Summers Print 9wner/Agent's Name 8/22/05 8/22/05 Sign ture o Contract r/Agent Date Russell Keith Summers Print Contractor/Agent's Name Signa of Nota of FloridaDater Signs re f Nota -State of Florida DateState INE FULLERTOIv NNINE FULLERTON Commis DD0460484 Comma DD0480 f = zpues 8/10/2009 rzpirea 8/10/2009 7arn`•`' Eonced thru (800)432-1254: uandedthru(800)4324254: rionc'a Notary Assn., Inc ' F,cnda Notary Assn., Inc Owner/Agent is _X Personally Known to Me or Contractor/Agent iV 3C P6sonally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zo-94 ning: Utilities: FD: Initial & Date) Initial & Date) (Initial & Date) (initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : D0AJG 2 2 2005 Job Address: N 8 wNF,4r><ia-.P eIQ LOT G44S h`• 3 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 150 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: 407-475-9112 Contractor Name & Address: DANIEL G. PUGLISI 4005 MARONDA WAY SANFORD, FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-91 12 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. 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 AFFIDAV IT. 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 penmits 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 2 2-2005kmurewnegentDate Russell etth Summers Print Owner/Agent's Name r ilr 2 2?005 Sit-!L-.9 14N NERFULLERT014 Comm# OD0460464 Expires 8/1012009 o BFItl aNotary AssnInc thru 4 Owner/ Agent is _ X_ Personally Known to Me or Produced ID AUG 2 2 2005 SigflELG.PUGLISI Contractor/ Agent Date DA Print Contractor/ Agent' s Name BUG " 2005 of Florida Date 1 `t INEFULLERTOfv• r Comma DD0460484 iwl rR Expires a/ 10/2009 s Bonded thru ( 800)432.4254: Florida Notary Assn.. Inc tractor%Agent is__ PersonaTly ICriown totvl Produced ID Con a or APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : Date: Job Address WOX4T I Ld G/J LOT Al L 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 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. 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 understandthat 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 pen -nit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and then; 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 rewimments of Florida Lien Law, FS 713. AUG 2 2 2005 AUG 2 2 2005 Silgriatureofi6wrterIA- gent Date Signature of Contractor/Agent Date Russell Keith Summers Print Owner/Agent's Name Si nature ry-State of Florida Date INE MFERTOIv '* Comm# D00460464 r Expires 8/10/2009 Bonded thru (800)432-4254: Florida Notary Assn.. Inc Owner/Agent is X_ Personally Known to Me or Produced ID GARY CARMACK CAC043900 Print Contractor/Agent's Name IG 2 2 2005 ignature f No -State of Florida Date JEANNINE FULLERTOIv w ; J••, Comm# OD0460484, Expires 8/1012009 Bonded thru (800)432. 4254: a Florida Notary Assn.. Inc Contractor/Agent is _X_ Personally Known to Melor Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (initial & Date) Special Conditions: FD: Initial & Date) (Initial & Date) Permit # : CITY OF SANFORD PERMIT APPLICATION Date: AUG 2 2 2005 Job Address: /4f8 Wt L4TFl El-b /Q— LOT Celery Lakes to/ , 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 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: 1 Flood Zone: X TEMA 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. 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 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 AUG 22 igna Eofo er/Agent Date Print Qrwner/Agent's Name of Notat\-State of Florida Date 200 AUG 2 2 2005 Signat r of Contractor/Agent Date JULIA CREESE CFC1426702 Print Contractor/Agent's Name 2 2 2005 J NINE F LLERTOIv Q F Comm# OD0460464 06- Expires 8/10/2008 Bonded thru(800)432-4254: 3.....:. 11.10 ...... Florida Notary Assn., In : Owner/ Agent is _X_ Personally Known to Me or Produced ID Stabof Florid Floridas.... Contractor/ Agent is Produced ID AUG 2 2 2005 Date NE FULLERTOiv Cc, mm# D00460464 pees 8/10l2009 : Bonded thru (800)432.4254; Florida Notary A•;;;u,t Ilv Known to Me or APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: ALaronda 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 VOLUSIA COUNTY CITY OF SANFORD 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 4, 148 WHEATFIELD DRIVE at CELERY LAKES PHASE 3. RUSSELL'KEIt S MMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 22ND day of AUGUST, 2005 by RUSSELL KEITH SIMMERS who is personally known to me. PUBLI JEANNINE FULLERTOIv Comm# OD0460484 Expires 8/10/2008 y.,roVi = Bonded thru (800)432-4251: Florida Notary Assn.. Inc MIRRYME MOM.', CLERK OF CIRCUIT WIRT 3 NIMUt_E CUIN" BK 05905 PG 1353 CLERK'S #t 20051592G5 RlljtlRDED 0911biM 06' 5704 IH REMMINo FEES 10.0<) RE'MMED BY t holden 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 4 148 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH.3 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION 0 Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 0 0 ^ Interest in Property (Fee Simple, Partnership, etc.) Owner o W NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) U 1 ZZ v; vi c z CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Sings , FL 32714 J C a (Name and address) olc W SURETY (Bonding Company) M z Zj c Name and Address N/A z a Amount of BondLn 0 a LENDER 51 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 ndi a 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. Ka_mpf Title, 200 W. 1" St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSE L EIT U ERS Maronda Horbr.%eKc. of Florida Vice President - Construction vor to and subscribed before me this 22ND day of AUGUST, 2005. IRTIFIED COPY , M YA NE MORSE tary blic Ctr F CIRCUIT COURT JE N NE F LLERTOIv SE OOUN, FLORIDA omm# DD0460464 i• °_: Expires 8/10/2009 tY "URK Bonded thru (800)432.4254: Notary Assn.Inci... SEP 1 5 20; CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 4 Subdivision: CELERY LAKES PH.3 Property Address: 148 WHEATFIELD CIR x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). M 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. M 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). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M 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. M 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. M h. Square footage table showing footages: Garages/Carports 394 S.F. Porch(s)/Entry(s) 21 S.F. Patio(s) S.F. Conditioned structure 1,477 S.F. Total (Gross Area) 1,892S.F. O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). x 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 15. Other j DATE: MONDAY, AUGUST 22, 2005 SIGNATURE: By Own6r or t orized Agent) Legend of Symbols and Abbreviations: Boundary line Brg. Bearing - Centerline Calc. Calculated Right-of-way Line C.B. Concrete Block Overhead Utility Line Ch. Chord Easement Line Conc.: Concrete 0 Central Angle Consl.: Construction ARC Arc Length Us Concrete Slab Bik. Block Elev. Elevation Boundary Survey: 6 24i 1J vGE IE! .S6.yE.uT IN 4 io'vri4rs Es+s6M.EvT \ I S' l L REROD: Steel Reinforcing Rod P.C.P. Permanent Control Point P.I. Point of Intersection P.L.S. Professional Land Surveyor P.O.B. Point of Beginning P.O.C. Point of Commsix ament P.R.C. Point of Reverse Curve P.R.M. Permanent Reference Monument P.S.I. Point of Street intersection P.T. Point of Tangency R Radius R.L.S.: Registered Land Surveyor R/W Right-of-way Sec. Section SIT. Septic Tank T.B.M.: Temporary Bench Mark W/ With 1— b L Alat.l.s+T 1 i'S APZ4.99•• I S• a Field FIM Measured Fnd. : Found Gov't.: Government L.B. Licensed Business O.R. : Oflldel Records P40.: Pavement P.C. Point of Curve P.C.C.: Point of Compound Curve iO.aD' At t•iFysao G' TiviL, B.ecr tu./oact. o co'Vc Pf•no l 2QL'V_.D sox , T6O. ml H y,,•a'Y'".',, ,w, aetc.:..,..,;,.:;.;''r.;:',,;iV.'..''.... ...'" ``:`;Y,r,. •.r::;.•y:•••.•.1 4•Ji 5' t •'tw 1Ji.y i '. f.. t :4f.... •i:n 96.5 9 •'' . :;"' N --=- .. - - _60`ce' .Puss F co :_ ..— . Z iQ oe' %'°-cp h N.GtO•••2/'9,3 itJ %Aus: A•u.Mro ,/ OCrAGVL / 7AO, 43—2494,' f F1'6 A Joe 47 P /O.i A/L L PC.A' A7-AT. .973G /JEATi/ELF C/.QGLE 3s Sa''eru • Z4a/lsPNilL /Oi'T. 2'cadc.C,us>c, PGP. ArPsr OES clef c,7-IoAl Lo 7- 4 '; Y 1'1:k'oq.s&- /A . "'9 'e c o e l'V4: 70 /1Yl.4.o /.J vLf7T BOOK > 1i9GE.5 ANO j 19aM/C .eX=1 a5 of .rM/NOLE C044V71,-, I CERTIFIED TO: SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND,FL DELTONA,FL 386)734.7047 (386)789.2855 DRAWN BY:.SE SmiTy REVISIONS: CREW CHIEF:,00rM SCALE: //i_ ZOO DATE:lFialBE•e WO" '9- 96Z/- 0.5 I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 6113117.6, Florida Administrative Code, pursuant to Section 472.027, Florida Statutes. S!Odoy E. Smith gista,ed Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED Nola: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-ol-ways, if any, have been pro• vided to this surveyor, except as shown. No underground Installations or utilities have been located, except as shown.