Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
154 Wheatfield Cir 06-423 New SFH (2)
PERMIT ADDRESS 5 H W 4- iAJ- 6r CONTRACTOR 4 _ - 1 -v PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PROPERTY OWNER - PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER 9 Oo SUBDIVISION PERMIT # 0(-0 Z DATE l I L4 - D S PERMIT DESCRIPTION S ( F- PERMIT VALUATION ) O Z SQUARE FOOTAGE c.w -Z I 6(cj ti City of Sanford Certificate of Occupancy ISSUED PARCEL NUMBER PROPERTY ADDRESS PROPERTY ZONING OWNER CONTRACTOR May 15, 2007 32.19.31.518.0000.0010 154 Wheatfield Circle PUD Maronda Homes Maronda Homes PERMIT NUMBER 06-423 DESCRIPTION OF WORK New Single Family Residence CONSTRUCTION TYPE . Concrete Block OCCUPANCY USE GROUP. n/a OCCUPANT LOAD n/a SPECIAL CONDITIONS. none In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. Approved a,- yy Building Official BP210001 CITY OF SANFORD 5/15/07 Application Miscellaneous Information Maintenance 14:35:59 Application number Ot 00000423 Parcel Number 32.19.31.518-0000-0010 Address . 154 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 11/14/05 Y 2 story/3 bath, NOC on file exp 9/15/06 HISB 2/08/07 y revision change to 4 baths and extra HISB 2/08/07 y radon/recovery fee HISB 2/08/07 y sq ft is now 3738 HISB 2/08/07 y NOC ON FILE, EXPIRES ON 02/13/08 HISB 5/02/07 y final Us on file HISB 5/04/07 y co sign off: HISB 5/04/07 Y P&Z: MR 05.15.07 HISB 5/04/07 y PW: MW 05.07.07 HISB 5/04/07 y UTIL: RB 5.07.07 Bottom F3=Exit F6=Add F12=Cancel SMITH DRAFTING & SURVEYING INC_ P.O. Box 4518 1 DeLand, Florida 32721 Phone (386)734-7047 Fax (386)734-4248 Aacil 03 , 200? / 0s — 7 7 % -74 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot /; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: /S- Gt/11V,, eA/ C-4 . ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. OMB No. 1660-0008 Exoires February 28. 2009 SECTION A - PROPERTY INFORMATION For Insurance Company use: Al. Building Owner's Name Policy umber A o ES A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Mm r Slate ZIP Code A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) GO T CEc 6,Q Y Ls1KE5 PHA -SSE A A4- r Boo• 67. P,96ES .'>'99 • SE J/Ol t//Ti F'Q/ - A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) SiNccc FA ricYQisiINTA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain.flood insurance. AT Building Diagram Number A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) V14 sq It a) Square footage of attached garage sq tt b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1 0 foot above adjacent grade 'V14 walls within 1.0 foot above adjacent grade Q_ c) Total net area of flood openings in A8.b Y,±_ sq in c) Total net area of flood openings in A9.b Q_ sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bi. NFIP Community Name 8 Community Number B2. County Name B3. State CITY O< SA.yFOPO /20294 SFi'I/.k/OLE 6-"4,NTY FG0.2/OA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 2//7Coo6.5 IE AAr. /7, /995 AP.Q/i- /7 19.9-5 X' A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. FIS Profile FIRM Community Determined Other (Describe) __y 1311. Indicate elevation datum used for BFE In Item B9: ® NGVD 1929 NAVD 1988 Other"(Descrlbe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes (8No Designation Date AL CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C 1. 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, V1-V30, V (with BFE), AR, AR/A; AR/AE. AR/A1-A30. AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized SSQP Vertical Datum nr6v0/29 Conversion/Comrr)ents N,io Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 23,_ feet b) Top of the next higher floor e0h C] feet c) Bottom of the lowest horizontal structural member (V Zones only) feet d) Attached garage (lop of slab) g2,45 feet e) Lowest elevation of machinery or equipment servicing the building 22. 60 feet Describe type of equipment in Comments) (/t/C (,owrvOclsQ4, 0 Lowest adjacent (finished) grade (LAG) 22, 2- feet g) Highest adjacent (finished) grade (HAG) 22, 3 feet meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) 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 fine or imprisonment under 18 U. S. Code. Section 1001. F- Check here if comments are provided on back of form. Title / l Company Name ^ kC PCde"4 5.. 1 A !/'aTTL.rrA f cJf/r ey/2 Address _ City State- ZIP Code Date Telephone PLACF SEAL NEitE s« FEMA Form 81-31. February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance company use. Building Street Address (including Apt.. Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number - city State ZIP Code I Company c`J/9.VF02D 1`4o2i0/I 30%// It. I SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company. and (3) building owner. Comments Signature Date Check here if attachments SECTION E = 13UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For ?_ones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A. B, and C. For Items E 1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, 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 feet meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Ilergs 8 and/or 9 (see page 8 of Instructions)• the next higher floor elevation C2.b in the diagrams) of the building Is feet meters above or• below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with. the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's aulhoriied representative who completes Sections A. B. and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City Slate ZIP Code Signature Date Telephone Comments ` Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A. B, C (or E). and G of this Elevation Certificate. Complete the applicable hem(s) and sign below. Check the measurement used in Items G8. and G9. G1. The Information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. The following Information (Items G4.-G9.) Is proved for community floodplain management purposes. G4, Permit Number G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _ feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Dale Comments Check here if attachments FEMA Form 81-31. February 2006 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit # : CJIp Job Address: Description of Work: Historic District: Zoning: Date: G 3 / Z8 / 0% Value of Work: S • (-X Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential 1_ 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 A- Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: DoL ^ 1 `1 Owners Name & Address: _ L Phone & Fax:S Bonding Company: Address: Mortgage Lender: _ Address: Architect/Engineer: Address: 5 — ('Y` — GO ( (-*-*) (Attach Proof of Ownership & Legal Description) Phone: State License Number: Contact Person: Phone: Phone: Fa:: lls ttiar 12_cl)r1 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be fiDfnd in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, a agencies, or federal arRc . 7 5 'a t' GAZ in Z 1:0x3° a p 3 t7 0 60' N Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law,, , 1`713. Signature of Owner/Agent Date Signature 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: Special Conditions: Date Print Contractor/Agent's Name Qgna t'.f6.- to of F 'da Date Contractor/Agent is _ Personally Known to Me or Produced ID Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) 111111 aBill Bill 11WN1lNa1NNIaN111rIN 1 MARYANNE MOM, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK U589 Pg 01911 (lpgl CLERK' S # 2007022677 RECORDED 02/13/2N7 1211521156 PN RECORDING FEES 16.00 RECORDED BY T Klake NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA 31- I)-31--nog—ovvv-voto 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 1 154 Wheatfield Circle : Subdivision: Celery Lakes Ph. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION aName and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 00, i Interest in Property (Fee Simple, Partnership, etc.) Owner LL M NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) O W J U. W1- 4 c z TRACTOR _Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 f C a (Name and address) 0 ac W VTY (Bonding Company) oc3 c -i c Name and Address N/A LU 19 a Amount of Bond W f Ln a 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 n aia 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. 18t 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 d' nt to is specified.) 0 J? f? DOMIPACK DON Maronda Homes, Inc. of Florida Vice President Sworn to and subscribed before me this 9tn day of February, 2007. I-) aa dauf o Public ERICA HEWETT MY COMMISSION A 00 461985 EXPIRES: August 14, 2009 0. lcop FLed' Bonded Thm Budget Notary Services CERTIFIED COPY MARYA INE P40RSE CLERK OF CIRCUIT COURT SEMINOLE C UNTY. FLORIDA BY DEP TY CLERK LFEB 1 2007 MH Maronda J Homes 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 # 06-423 issued to Maronda Homes for property address 154 Wheatfield Circle. The permit was issued on November 14, 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 # 06-423. 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, W1 Russell Keith Summers Vice President of Construction Maronda Homes, Inc. of FL COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-77176 BUILDING PERMIT VIE'h (C TY) UNIT ADDRESS: ' TRAFFIC ZONE: JURISDICTION: 06 SEC: TW R SUBDIVISION: 4 3- PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: cry of sA NF0., DATE: COUNTY NUMBER: CITY OF SANFORD BLOCK:• I 'FAA', I/ IMF=64.1 ' a LAND USE CATEGORY: 001 - TYPE USE: Residential WORK DESCRIPTION: Single Single Family Family House: Detached Detached House Construction FEE BENEFIT RATE FEE UNIT RATE PER TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dal unit 705.00 1 705.00 ROADS COLLECTORS NORTH 0 dal unit 142.00 1 142.00 ftIBRARY CO -WIDE 0 dwl unit 54.00 1 54.00 SCHOOLS CO -WIDE 0 dwl unit 1,384.00 1 1,384.00 1 AMOUNT DUE 2,285.00 STATEMENT } RECEIVED BY: r SIGNATURE 1 PLE SE PRINT NAME) n 1U6±n..AT DATE: i 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 hT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** l Z3 CITY OF SANFORD PERMIT APPLICATION RECEIVED Permit f!CCo Date: AUGUST 22.2005 Job Address: 154 WHEATFIELD CIRCLE LOT I CELERY LAKES PHASE 3 SEP 6 10115 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $120,770.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,222 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 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. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 8/22/05 Sig ature (Owne,gent Date s Name Sigigty 4. Sk3F 9FWl;Wa....Date JEANNINE FULLERTON Zg9fy Commit OD0460464 a4~ Expires 8/1012009 v er 4`Bonded thru (800)432-4254: y' or Ap;•pAro: u Florida Notary Assn., Inc - Owner/Agent is _X_ Personally Known to Me or L4t,4;; 8/22/05 Agent Date Agent's Name 8/22/05 of Florida Date J-EANNINE FULLERTOIv....... r Comm# DD0460464 Expires 8/10/2009 a.' YY %, Bonded thru (800)432.4254: Flonda Notary Assn.. Inc Contractor/Agent is _X_•Peiso;; lAy nowii tb MV6i Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: (\I —Zoning: Initial & Date) (Initial & Date) Special Conditions: Utilities: FD: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATIONAUG 2 2 2005 Permit # : Date: M t7 Job Address: LOT / CELERY LAKES A,/9Description ofofWork: 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 _200_ Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/ New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: _Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Daniel Puglisi 4005 Maronda Way Sanford, FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-9112 / Fax (407) 667-0014 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 UG 2 2 2005 ' AUG 2 2 2005 ig ure o wner ent Date ature Contractor/Agent Date Russell Kett Summers Daniel Puglisi Print OwAe cnm's ame Print Contractor/Agent's Name 2 2 2005 eEN etj••Stetoo6Flotida•••..Datts 7 JEA iNE FULLERT014 CornmD DD0460464 = rA Expires 8/10/2009 1 4 9,- 3onded thru (800)432-4254 5.......: h Florida Notary Assn., Ine Owner/ Agent is _X_ Personally Known to Me or Produced ID r, 9 2. 2005 reofNot -State of Florida D to 1........................................... r JEANNINE FULLERTON iComm# OD0460464 15: Expires a/1o/2oo8 Bonded thru (800)432-42S4: Flonda Notary Assn., Inc Contractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (Initial & Date) Special Conditions: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : Date: AUG 2 2 705 Job Address W E,dT/ELD CIO-- LOT «LEQY LAkeS ell 3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy 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 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) 475-91 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restnctio 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 s4q 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 r+e4frfnents of Florida Lien Law, FS 713. AUG 2 2 2005 Si nature of caner/A nt Date Russell Keith Summers Print Owner/Agent's Name AUG 2 2 2005 Si natu f No ry State of Florida Date BEAN INEFULLERTOiv.... 4. Comm# OD0460464 4y ZW; Expires a/10/2009 Bonded thru (800)432-4254: I FloridaNotaryAasn., Inc Owner/Agent is _X_ Personally Known to Me or Produced ID AUG 2 2 2005 Signature of Contractor/Agent Date GARY CARMACK CAC043900 Print Contractor/ Agent's Name AUG 2 2 2005 Si ture f otary- tate of Florida Date M EAtrNliac FULLERTOIv Commp OD0460464 f a Expires a/10/2009 Bonded thru ( 800)432-4254: Florida Notary Assn., Inc Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) ( Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Permit # : CITV OF SANFORD PERMIT APPLICATION Date: MAVG 2 2 201 Job Address: "T1L15" e,1 R LOT / S' Pu. 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 (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: 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all 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. 2 Sign ture gent Date Russell Keith Summers Print Owner/Agent's Name 2 2005 AUG 2 2 2005 Signat of Contractor/Agent Date AUG 2 2 2005 Sipna r ofjJo $tAtg,Af:Flpda.....Pate EAkNIN3 FULLERT014 Comm# DD0460464 Expires 8/10/2009 Bonded thru (800)432.4254: OF1111.10, Florida Notary Assn., Inc - Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoni Initial & Date) Special Conditions: Print ContraWtor/Agent's Name AUK 2 2 6.005 of Florida Date v\ NINE FULLERTOIv Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) Commrl DD0480484 Expiros 8/10/2009 Bonded thru (800)432-4254: Florida Notary Assn., Inc = Contractor/Agent is _X_ Personally Known to Me or Produced ID LENAlaronda Homes AN EASILY OBSERVABLE BETTER VALUE/ 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 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 1, 154 WHEATFIELD DRIVE at CELERY LAKES PHASE 3. RUSSELL KEITH 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 SUMMERS who is personally known to me. N TAR.p I.,1:.................................t JEA NINE FULLERTON Commtl DOO460464 Expires 8/10/2009 OrA `, Bonded thru (800N32.4254: m" Florida Notary Assn.. Inc3.............................. ............ CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 1 Subdivision: Celery Lakes Ph.1A Property Address: 154 Wheatfield Circle El 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. O 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. 0 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. 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 402 S.F. Porch(s)/Entry(s) 16 S.F. Patio(s) 0 S.F. Conditioned structure 3004 S.F. Total (Gross Area) 3422 S.F. 0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). El 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 DATE: January 30, 2007 SIGNATURE: By Own or Authorized Agent) N. 11111 II 111 II III II III II 111 II 111 II 11111111111111111 11 !II Il i11 I ilFe a c 00A 0 N tL In rV 1L rI M O W J O v t7 LUE0 OaC LL.iaC W W Q _ O ZOYf z Cie a W In aa, Q a, M n 2 a MA"ANN1: (;LEM LF UNLIJ1T Lt1iJRT EIHINIILE QILWp lilt %if'_8 RR 04401 Qpq) CLERK' S 11 20u060277 2 kuJI10:1) IDINK!E'006 01.01:14 Fits K1,1 l 01i F1J13 10.00 REG(IRUI--_1) 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 1 154 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 Amount of Bond LENDER N/ 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. 1s` 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.) THIS DOCUMENT IS BEING RE -RECORDED TO REFLECT THE CORRECT PHASE # Sworn to tarvlPlublic subscribed before me this JEANNINE FULLERTOIv Commc 000460464 Bona_ thru (600)432.4254: 3............................................ Florida Notary Assn.. Inc RUSSE L KEIT SUM ERS Maronda Ho esi-1 c. of Florida Vice President - Construction 20TH day of FEBRUARY, 2006. Wy 1. r 1-7 r, FEB 2°0 ,2 i• MARYANNE MORSEL CLERK OF CIRCUIT COURT MIWILE COUNTY BK 05905 FAG 1349 CLERK'S it 2005159201 RKT)hbFb 011` ,"005 0° 14_1 o A PH RECIRI)INO FtuEB 10.00 RE.Qj)IibLb by t holdea 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 1 154 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH.3 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION c Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 0 0 ^ Interest in Property (Fee Simple, Partnership, etc.) Owner U. M NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) 0 W J tJ. o ~ v' z CONTRACTOR Maronda Homes 955 Keller Road Suite 1500 Altamonte Springs, FL 32714 Fyy , W W Q C 0 a ( Name and address) W SURETY (Bonding Company) U. z Z ui c Name and Address NIA z z N a Amount of Bond oat a 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 nd 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. Kampf Title, 200 W. 1et 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.) RU S L K ITH S MMERS Maronda HaaWg, Inc. of Florida Vice President - Construction Sworn o subscribed before me this 22ND day of AUGUST, 2005. Comm# DD0460464 Expires 8/ woo9 Bonded thru (800)432-4254: s..... A`, Florida Notary Assn.. Inc CERTIFIED COPY MAR NN . MORSE CLER F IR,WT COURT SEMIN Vly. FLORIDA ICY EE i GRK SEP 20 Leyand of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Brg. Bearing Field : Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Centerline Caic. Calculated Fnd. Found P.I. Point of Intersection R Radius Righl-ol-way Lino C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Laud Surveyor Overhead Utility Line Ch. Chord L.B. : Lbensed Business P.O.B. Point of Beginning RAN Right-of-way Easement Line Conc.: Concrete O.R. : Official Records P.O.C. : Point of Commenoement Sec. Section 0 Central Angle Const.: Construction Pav't.: Pavement P.R.C. : Point of Reverse Curve S/T. Septic Tank ARC Arc Length cls Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bergh Mark 81k Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With 13oundary Survey: Fo. 3ib;P eac 60• CIO' ~r*of in r" y is rTC 3 I Cow c. Ps1T/D i 0 w/Foo TAR •. 0, n I , 2 I a L A Mr ors crP z VS REVIEWED OF SANFORD P iv'vr crY s' I (a .' J. •. I S• Five. d ,Q6.24p j la g /, t w/ScAPZf94 00' rtI . 6 Fn1•i Fi u z9s4 it/ oo' Z ' fli 3 76- 59p; l rI ,. _ 6Q. oo Puri F cy Nk" pe wlv FiH. Nab / ,uri1!9%L: ' ` .. lfrcb P /ie0./4iL A T. j s w/.+EATf/ELF 04P w, So' Rw - Z4'/frsois .'7.' M/2"co.c.Gusruuc LoT / ,; CEi-E,es L t Es i r sE /A 19 e oev..s T Akio IA/ 0Lr97- BOOK /ENO j /!/Qc/C e.6CCWA2SuF 5F,OIA/OLE <nNW7Y, FyGve/Lid. CERTIFIED TO. /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 this survey meets the minimum technical standards set forth by the Florida Board of Professional Lend Surveyors In Chapter 61G17.6. Florida Administrative Code, pursuant— coon 472.027. Florida Slatutes. 7 SMITH DRAFTING &SURVEYING, INC. 311 E. RICH AVE. A-' DELAND, FL DELTONA, FL y StarvW E. Smith 386) 734-7047 (386) 789-2855 Florida Registered Land Surveyor Cenificalo Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: SE 5/Ty REVISIONS: CREW cHIEF:,Ok.-M N2/.G SCALE: i/_ 2Oi Note: No instruments of record reflecting easements, limitations, owner- ships, reservations. restrictions and/or right•ol-waysif any, have been pro- DATE- SEOTEi 7BE.2 /.i ZOoS vided to this surveyor. except as shown. No underground Installations or utilities have been located, except as shown. WO1 -9 - 96/6 - 0.5 v F,RiA/1Z00A-2004R EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: WINCHESTER Builder: Maronda Homes Inc. of Florida Address: XG4 nJ*&N\'Ne,\el Ge, Permitting Office: City of Go_nj ord City, State: Spvf\R-per t P_L OFFICE Permit Number: Owner: ELECTRIC 'jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 3004 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) 312.0 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 312.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent R=11.0, 378.Ofl' _ c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 869.0 ft' _ b. Frame, Wood, Exterior R=11.0, 1194.0 ft' _ c. Frame, Wood, Adjacent R=1 1.0, 278.0 f1' _ d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1663.0 ft' b. N/A c. N/A II. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft _ 12. Cooling systems a. Central Unit b. Central Unit c: N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits 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: 0.10 Total as -built points: 32037 PASSTotalbasepoints: 33766 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: 01 30-U-) I hereby certify that this building, as designed, is in compliance with the Florida Energy de. - OWNER/AGENT: DATE: 01 ' ,0-p'7 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: 34.8 kBtu/hr _ SEER:13.00 _ Cap: 28.4 kBtu/hr _ SEER: 13.00 Cap: 34.8 IcBtu/hr _ HSPF:8.30 _ Cap: 28.4 kBtu/hr _ HSPF: 8.10 Cap: 65.0 gallons _ EF: 0.89 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGaugeO (Version: FLRCSB v4.5) DEC Q 7 2006 PT, _ 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 3004.0 24.35 13167.0 1.Single, Clear E 1.0 13.0 10.0 63.97 1.00 636.0 Mingle, Clear E 1.0 16.0 40.0 63.97 1.00 2550.0 3.Single, Clear E 1.0 15.0 30.0 63.97 1.00 1911.0 4.Single, Clear W 1.0 15.0 30.0 57.68 1.00 1723.0 5.Single, Clear W 2.0 14.0 10.0 57.68 0.98 567.0 6.Single, Clear E 1.0 6.0 16.0' 63.97 0.97 991.0 7.Single, Clear E 1.0 6.0 32.0 63.97 0.97 1983.0 8.Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.0 9.Single, Clear N 1.0 6.0 16.0 30.19 0.97 470.0 10.Single, Clear W 1.0 6.0 30.0 57.68 0.97 1675.0 11.Single, Clear W 2.0 7.0 36.0 57.68 0.89 1840.0 12.Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.0 13.Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.0 As -Built Total: 312.0 17743.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 1. Concrete, Int Insul, Exterior 4.1 869.0 1.18 1025.4 Exterior 2063.0 1.90 3919.7 2. Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6 3. Frame, Wood, Adjacent 11.0 278.0 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3488.6 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 1.Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 2.Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1663.0 2.13 3542.2 1. Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 167.0(p) 31.8 5310.6 1. Slab -On -Grade Edge Insulation 0.0 167.0(p 31.90 5327.3 Raised 378.0 3.43 1296.5 2. Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: 6607.1 1 As -Built Total: 545.0 4646.9 EnergyGauge® DCA Form 60OA-2004R EnergyGaugeOFIaRES'2004 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 INFILTRATION Area X BSPM = Points Area X SPM Points 3004.0 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Points: 57328.4 Summer As -Built Points: 64400.8 Total Summer X System Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) (DM x DSM x AHUI) sys 1: Central Unit 34800btuh ,SEER/EFF(13.0) Ducts:Unc(S),Con(R),IngAH),R6.0(INS) 64401 0.55 (1.08 x 1.150 x 0.85) 0.260 0.950 ' 9292.6 sys 2: Central Unit 28400btuh ,SEER/EFF(13.0) Ducts:Unc(S),Con(R),Int(AH),R6.0(INS) 64401 0.45 (1.08 x 1.150 x 0.85) 0.260 0.950 7583.6 57328.4 0.3250 18631.7 64400.8 1.00 1.061 0.260 0.950 16876.2 EnergyGauge"" DCA Form 60OA-2004R EnergyGauged/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 GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 3004.0 9.11 4926.0 1.Single, Clear E 1.0 13.0 10.0 12.37 1.00 124.0 2.Single, Clear E 1.0 16.0 40.0 12.37 1.00 495.0 3.Single, Clear E 1.0 15.0 30.0 12.37 1.00 372.0 4.Single, Clear W 1.0 15.0 30.0 13.25 1.00 397.0 5.Single, Clear W 2.0 14.0 10.0 13.25 1.00 132.0 6.Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.0 7.Single, Clear E 1.0 6.0 32.0 ' 12.37 1.01 399.0 8.Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.0 9.Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.0 10.Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.0 11.Single, Clear W 2.0 7.0 36.0 13.25 1.02 484.0 12.Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.0 13.Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.0 As -Built Total: 312.0 3996.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 278.0 1.80 500.4 1. Concrete, Int Insul, Exterior 4.1 869.0 3.31 2872.0 Exterior 2063.0 2.00 4126.0 2. Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 3. Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5760.4 DOOR TYPES Area X BWPM Points Type1 Area X WPM = Points Adjacent 18.0 4.00 72.0 1.Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 2.Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1663.0 0.64 1064.3 1. Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 167.0(p) 1.9 317.3 1. Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 0.20 75.6 2. Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: 392.9 1 As -Built Total: 545.0 1097.9 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 INFILTRATION Area X BWPM = Points Area X WPM Points 3004.0 0.28 -841.1 3004.0 -0.28 841.1 Winter Base Points: 9556.7 Winter As -Built Points: 11668.2 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) (DM x DSM x AHU) sys 1: Electric Heat Pump 34800 btuh ,EFF(8.3) Ducts: Unc(S),Con(R),Int(AH),R6.0 11668.2 0.551 (1.068 x 1.160 x 0.87)0.411 0.950 2717.6 sys 2: Electric Heat Pump 28400 btuh ,EFF(8.1) Ducts: Unc(S),Con(R), I nt(AH), R6.0 11668.2 0.449 (1.068 x 1.160 x 0.87) 0.421 0.950 2272.6 9556.7 0.5540 5294.4 11668.2 1.00 1.083 0.416 0.950 4989.5 EnergyGaugel DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM - 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 65.0 0.89 4 1.00 2542.92 1.00 10171.7 As -Built Total: 10171.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 18632 5294 9840 33766 16876 4989 10172 32037 PASS wa EnergyGaugeTM DCA Form 60OA-2004R EnergyGauge®IFlaRES'2004 FLRCSB v4.5 FORM .600A-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 regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements In Table 612.1.ABC.3.2. Switch or clearly marked cir breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, Insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge^" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.0 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 34.8 kBtu/hr _ 3. Number of units, if multi -family I _ SEER: 13.00 _ 4. Number of Bedrooms 4 _ b. Central Unit Cap: 28.4 kBtu/hr _ 5. Is this a worst case? Yes _ SEER: 13.00 _ 6. Conditioned floor area (ft') 3004 ft' _ c. N/A 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area 13. Heating systems or Single or Double DEFAULT) 7a(Sngle Default) 312.0 ft' _ a. Electric Heat Pump Cap: 34.8 kBtu/hr _ b. SHGC: HSPF: 8.30 _ or Clear or Tint DEFAULT) 7b. Clear) 312.0 ft' _ b. Electric Heat Pump Cap: 28.4 kBtu/hr _ 8. Floor types HSPF: 8.10 _ a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 378.Oft' c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 65.0 gallons _ a. Concrete, Int Insul, Exterior R=4.I, 869.0 ft' _ EF: 0.89 _ b. Frame, Wood, Exterior R=1 1.0, 1194.0 ft' _ b. N/A c. Frame,.Wood, Adjacent R=11.0, 278.0 ft' d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=19.0, 1663.0 ft' _ 15. HVAC credits PT, _ b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. A H(Sealed): Interior Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft _ MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building p- TVIE EConstructionthroughtheaboveenergysavingfeatureswhichwillbeinstalled (or exceeded) _ _ o in this home before final inspectio a new ?'Display Card will be completed based on installed Code com t tur Builder Signature: Date: e Address of New Home: City/FL Zip: f cop WF 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 EnergyStarrudesignation), your home may qualify for energy efciency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. tnergyGauge® (Version: FLRC9 v4.5) Project Summary Date: w NCHESTER 1ST FL... wrightsoft` B : G. CARMACK d„„otON= Entire House y MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321-0064 Project• • For: WINCHESTER 1ST FLOOR Notes: Design Information Weather: Orlando, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17300 Btuh Ducts 1751 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 19051 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft') 1358 1358 Volume (ft') 10794 10794 Air changes/hour 0.45 0.23 Equiv. AVF (cfm) 81 41 Heating Equipment Summary Make TEMPSTAR Trade HEAT PUMP Model N2H330AKA Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.1 HSPF 0 Btuh @ 47°F 0 OF 0 cfm 0.000 cfm/Btuh 0.60 in H2O Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range Relative humidity M 50 Moisture difference 44 gr/lb Sensible Cooling Equipment Load Sizing Structure 15657 Btuh Ducts 4758 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Equipment sensible load 20008 Btuh Latent Cooling Equipment Load Sizing Structure 1823 Btuh Ducts 898 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 2721 Btuh Equipment total load 22729 Btuh Req. total capacity at 0.75 SHR 2.2 ton Cooling Equipment.Summary Make TEMPSTAR Trade HEAT PUMP Cond N21-1330AKA Coil FSM2X3000 Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 13 SEER 21300 Btuh 7100 Btuh 28400 Btuh 808 cfm 0.040 cfm/Btuh 0.60 in H2O 0.88 rshtsoft Right -Suite Residential 6.0.90 RSR21115 2006-Dec-06 10:49:27 AM t wgC: IDocuments and SetUngslgcamiacklDesktopVAanual J Calcs 20061Manual J Calcs 2006%ORLANDOIWINCHEST Page 1 Building Analysis Job: WINCHESTER 1ST FL... Date: wri htsoftgo..,,.,,,,p Entire House By: G. CARMACK MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321-0064 Project• For: WINCHESTER 1ST FLOOR Design Conditions Location: Indoor: Heating Cooling Orlando, FL, US Indoor temperature (°F) 70 75 Elevation: 105 ft Design TD (°F) 28 18 Latitude: 280N Relafive humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.1 43.6 Dry bulb (°F 42 93 Infiltration: Daily range °F) 17 ( M) Method Simplified Wet bulb (° ) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Component Btuh/ft2 Btuh of load Walls 3.3 3809 20.0 Glazing 35.6 4267 22.4 Doors 0.0 0 0.0 Ceilings 1.4 656 3.4 Floors 6.3 6084 31.9 Infiltration 1.9 2484 13.0 Ducts 1751 9.2 Piping 0 0.0 Humidification 0 0.0 Ventilation 0 0.0 Adjustments 0 Total 1 1 19051 100.0 Cooling Component Btuh/ft' Btuh of load Walls 2.6 2994 14.7 Glazing 82.3 9876 48.4 Doors 0.0 0 0.0 Ceilings 2.7 1281 6.3 Floors 0.0 0 0.0 Infiltration 0.6 816 4.0 Ducts 4758 23.3 Ventilation 0 0.0 Internal gains 690 3.4 Blower 0 0.0 Adjustments 0 Total 1 1 20416 100.0 Overall U-value = 0.195 Btuh/ft2-°F Data entries checked. 1 wrig h>ttsoft Right -Suite Residentlal 6.0.90 RSR21115 2006-0ec-06 10:49:27 C:113ocuments and Settings%gcannack1Desk1op%Manual J Calcs 20061Manual J Calcs 2006\ORLANDOIW INCH EST Page 1 WINCHESTER 2ND FL... Project Summary Date: wrightsoft- B : G. CARMACK t, Entire House y MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321-0064 Project• • For: WINCHESTER 2ND FLOOR Notes: Design Information Weather: Orlando, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 14511 Btuh Ducts 2784 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 17295 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft') 1646 1646 Volume (ft3) 13168 13168 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 83 44 Heating Equipment Summary Make TEMPSTAR Trade HEAT PUMP Model N21-1336AKA Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.3 HSPF 0 Btuh @ 47°F 0 OF 0 cfm 0.000 cfm/Btuh 0.60 in H2O Summer Design Conditions Outside db Inside db Design TD Daily range Relative Humidity Moisture difference 93 75 18 M 50 44 OF OF OF gr/lb Sensible Cooling Equipment Load Sizing Structure 18140 Btuh Ducts 7548 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier Equipment sensible load 0.98 25174 Btuh Latent Cooling Equipment Load Sizing Structure 2298 Btuh Ducts 1461 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 3759 Btuh Equipment total load Req. total capacity at 0.77 SHR 28933 2.7 Btuh ton Cooling Equipment Summary Make TEMPSTAR Trade HEAT PUMP Cond N2H336AKA Coil FEM2X3600 Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio 13 SEER 26796 Btuh 8004 Btuh 34800 Btuh 1081 cfm 0.042 cfm/Btuh 0.60 in H2O 0.87 Bold/ tallc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. cr wr1g1Htsoft Right -Suite Residential 6.0.90 RSR21115 2006-Dec-06 10:49:38 Or—ZAk C:1Documents and SetUngslgcarinackMDesktopVAanual J Cates 20061Manual J Calcs 20061ORLANDOIWINCHEST Page 1 Building Analysis Job: WINCHESTER 2ND FIL Date: wri htsoftgderu"amm Entire House By: G. CARMACK MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321-0064 Project• For: WINCHESTER 2ND FLOOR Design Conditions Location: Indoor: Heating Cooling Orlando, FL, US Indoor temperature (°F) 70 75 Elevation: 105 ft Design TD (°F) 28 18 Latitude: 28°N Relafive humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.1 43.6 Dry bulb (°F 42 93 Infiltration: Daily range °F) 17 ( M) Method Simplified Wet bulb (°) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Component Btuh/ftz Btuh of load Walls 2.7 3151 18.2 Glazing 35.6 6543 37.8 Doors 0.0 0 0.0 Ceilings 1.4 2258 13.1 Floors 0.0 0 0.0 Infiltration 1.9 2559 14.8 Ducts 2784 16.1 Piping 0 0.0 Humidification 0 0.0 Ventilation 0 0.0 Adjustments 0 Total 1 1 17295 100.0 Component Btuh/ftz Btu of load Walls 2.8 3241 12.6 Glazing 46.0 8472 33.0 Doors 0.0 0 0.0 Ceilings 2.7 4412 17.2 Floors 0.0 0 0.0 Infiltration 0.6 866 3.4 Ducts 7548 29.4 Ventilation 0 0.0 Internal gains 1150 4.5 Blower 0 0.0 Adjustments 0 Total 1 1 25688 100.0 Overall U-value = 0.124 Btuh/ftz-°F Data entries checked. Gldro C& wrightsoft Right -Suite Residential 6.0.90 RSR21115 2006-Dec-0610:49:38 F.C:1Documents and Settings\gcannacktDesktopVAanual J Calcs 20061Manual J Calcs 20061ORLANDOIWI NCH EST Page 1 Duct system Summary Date: wnvcH>rsTEa 1ST FLOOR Entire House By: G. CARMACK MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321-0064 InformationProject For. WINCHESTER 1 ST FLOOR External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.60 in H2O 0.00 in H2O 0.60 in H2O 0.48 / 0.12 in H2O 1.935 in/100ft 808 cfm 31 ft Cooling 0.60 in H2O 0.00 in H2O 0.60 in H2O 0.48 / 0.12 in H2O 1.935 in/100ft 808 cfin Design Htg Clg Design Diam Rect Duct Actual Ftg.Egv Name Btuh) cfin) cfin) FR in) Size (in) Mad Ln (ft) Ln (ft) Trunk KITCHEN/NOOK-A c 4155 140 140 9.677 6 xm VIFx 5.0 0.0 stl KrrCHEN/NOOK c 4155 140 140 3.226 6 x0) VIFx 15.0 0.0 stl FAMILY h 6516 240 240 1.935 8 xm VIFx 25.0 0.0 ST2 LIVING/DINING h 7626 240 240 1.935 8 xm V IFx 25.0 0.0 ST3 DOWN BATHROOM c 1044 48 48 3.226 5 xm VIFx 15.0 0.0 stl Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type cfn) cfin) FR fpm) in) Size (in) Material Trunk st] Peak AVF 328 328 3.226 653 9 0 x 0 VinlFlx ST3 Peak AVF 240 240 1.935 577 8 0 x 0 VinlFlx S12 Peak AVF 240 240 1.935 609 8 0 x 0 VinlFlx Name Grill Size (in) Htg cfin) Clg cfin) TEL ft) Design FR Veloc fpm) Diam in) RectSize in) Stud/Joist Opening (in) Duct Matt Trunk rbl 0x 0 808 808 6.0 1.935 579 16 x0 0 V1Fx Bofd/ffalk va&er ban been maaaa:Uy onmiddm Right -Suite Residential 6.0.90 RSR211 IS 2006-Dec-02 I I A6:11 C:1Documenu and SettingaWP AdmW9retoAMy Documentt101d Men 1 CalcAWINCHESTER I ST FLOOR I).rtp Pap 1 Duct System Summary Entire House MARONDA HOMES 4003 MARONDA WAY, SANFORD, FL 32771 Phone: (407) 321-0064 Project Information For. WINCHESTER 2ND FLOOR External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.60 in H2O 0.00 in H2O 0.60 in H2O 0.48 / 0.12 in H2O 1.935 in/100ft 1081 cfin 31 ft Supply Branch Detail Table Job: WINCHESTER 2ND FLOOR Date: By: 0. CARMACK Cooling 0.60 in H2O 0.00 in H2O 0.60 in H2O 0.48 / 0.12 in H2O 1.935 in/100ft 1081 cfm Name Design Btuh) Htg cfin) Clg cfm) Design FR Diann in) Rect Size (in) Duct Mad Actual Ln (R) Ftg.Egv Ln (ft) Tnmk BDR03 h 2337 150 150 4.839 6 xm VIFx 10.0 0.0 ST2 BDR 02 h 2347 145 145 4.839 6 xm V lFx 10.0 0.0 ST2 MASTER BATH h 2601 100 100 1.935 5 A V 1Fx 25.0 0.0 stl BATH A2 h 498 25 25 3.226 4 xm VIFx 15.0 0.0 st] MASTER TOILET c 1231 26 26 1.935 4 xm V IFx 25.0 0.0 st 1 BATH01 h 487 25 25 4.839 4 xm V1Fx 10.0 0.0 st1 BDR 04 c 4215 150 150 4.839 6 x(D V IFx 10.0 0.0 ST2 LOFT h 5277 200 200 3.226 7 X(l) VIFx 15.0 0.0 ST3 MASTER BDR h 4176 260 260 9.677 8 xm V1Fx 5.0 0.0 stl Supply Trunk Detail Table Tnmk Htg Clg Design Veloc Diam Rect Duct Duct Name Type cfin) cfm) FR 00m) in) Size (in) Material Tnmk Stl Peak AVF 436 436 1.935 556 12 0 x 0 VintFlx S12 Peak AVF 445 445 4.839 525 10 0 x 0 VinlFIX ST3 Peak AVF 200 200 3.226 660 7 0 x 0 VinlFlx M&lla& values have been manually overridden Right -Suite Residential 6.0.90 RSR21 115 C:\Documenu and Scttinp\HP_Adminis=oAMy DocumenWOld Man J Cvcs\WINCHESTER 2ND FLOOR 13mp 2006-Dec-02 11:4700 Page 1 Return Branch Detail Table a ne Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) RectSize in) Stud/joist Opening (in) Duct Mad Trunk rb 1 Ox 0 1081 1081 6.0 1.935 612 18 x0 0 V IFx Right -Suite Residential 6.0.90 RSR21 I IS 2006-Dc"2 11:47,00 CADocaments and ScttingAHP_AdminiantoAMy Doeumcnts\Old Mao J Calcs%WMCHESTER 2ND FLOOR 13.rrp Page 2 E . FF .. 0 . National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 INTERNATIONALAAllkPhone: 703/931-2187 Fax: 703/931-6505 CODE COUNCIL website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE behveen the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisusAnisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARE® Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this 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 Dort No. NER-617 Page 2 of 2 " 5.0 IDENTIFICATION Each container of BORA-CARE@ Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, WAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by thecodeofficial, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators" 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination a periodic the subterranean termite feeding and tubing near basis. For information on the current status Evaluation of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evallu untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CAREO Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building Code'"', and the 1998 International One- and Two- Family Dwelling Code subject tolhe following conditions: y OFFICE Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 154 6CL00103 1-3 WHEATFIELD ORO-6CL WINA4 RIGHT CIR Fax (407) 321-3913 FL PE # 50068, WINCHESTER A 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Revie ed Truss ID Run Date Drawing Reviewed No. of Eng. 35 Dwgs: Truss Layout 07/23/06 Roof Loads- V 07/27/05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 07/20/06 H1A 07/20/06 H2A 07/20/06 H3A 07/20/06 Total 43 H4 07/20/06 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" H4A 07/20/06 InN IMIJ H5 07/20/06 H6 07/20/06 to low Floor Loads- H7 07/20/06 r to HGRD1 07/20/06 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf HS1 07/20/06 HS2 07/20/06 HS3 07/20/06 HS4 07/20/06 Total 55.0 psf HS5 07/20/06 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" HSGRDI 07/20/06 J 07/20/06 Floor Layout 03/08/06 11 07/20/06 FA 03/08/06 J2 07/20/06 FA-G 03/08/06 J3 07/20/06 FB 03/08/06 JGRD1 07/20/06 FC 04/24/06 JS 07/20/06 FD 04/24/06 JS 1 07/20/06 JS2 07/20/06 DATE: NOV 2 9 2006 JS3 07/20/06 INV # DESC QNTY JSA 07/20/06 jF_ 18331 THD26 JSGRD1 07/20/06 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 4 FLOOR SEAT PLATES 43 SEAT PLATES 40-0 dd_0LA FA-G A — — — — — — — — — FA I FA FA 00 FC FA FA FA FA FA I i FB m NTHD28-2 HANGER FD c co Q m cb rTHO28-2 HANGER FD I FB FB FA I FA FA I FA o3 FA FA j i 44-0-0 JOB NUMBER: WINF DRAWN BY Q DATE: 348-06 CUSTOMER: PITCH: OH. JOB NAME: WINCHESTER FLOOR BEARING: 8' LOAD: 55# Ca O O N N O HIB-91.* Summary Sheet COMMENTARY and RECOMMENDATION'S for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES tr the re oo lbillt ofthein tellerfbuilde'b rildinacontmator licansedcontmctor. arectororerecon contractor) toorooertvrecerve unload store handle install and fira c tI nlata co leCfe[i woad tN eQ b aR7feaf lire Br10 D7DUeriv. The installer nust exercise the same high degree of safety awareness as with any otherstructural naterial. TPI does not intend these recommendations to be interpreted as superior o the project Architects or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are rt ::nnnthernilectiveexperienceofleadingtechnicalpersonnelinthewoodo i f2 i+s " eawcanijii ia n W. T Ta I o107dS W JEECI W TT'} 19 r l7fE5a - TRUSS PLATE INSTITUTE 583 Donofrio Dr., Suits 200 Madison, Wisconsin 53719 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. a;;; sYCAU TJD%i lteii poFa :biacingthodicl:bffnolless ; u1,..-.•1 e }.C:Cw.ai •,:1Aa:w+.n . r .., •c.u!\_W.....:,, :..,{-.::.:.-. r. :.-...C:. k z c athan 2x4;;griiiez iiaT.{<e =14iber..zAll connecirions i•.7ao. ;..,.' ir'aRar:t.•;;..:Yr2•'•:rr.r q:a,,i'L.r. .,..n.... .:y....,., ...: - .. m n ouldfhe aiiesvliwth ntmutn of aits_M11., yrussesassurned2,on' eniei:nvless:_7lilirit liipiy, H s:s?'• r-':ruQ•+:;,.• r•.—. TM^'A:ts r::::,"?a-• ;; tc:t•:: , •.:.r,::::'-.,:n.,.:, i sirusseh uldl he.onnevnaaccor-c ceiwithed_sti zirai rings;prlo'r':io•sns•:a laiion TRUSS STORAGE: st ' rGA7I] IDF :-: iia issessfidill Indt e' w+:•i.f Lti,:.:.,y:.!•N :r• rv i4+.:..hv G.1" /IF,:',re,,nwl^r• iuiteitoat ed 'onv9" irrerratn:orn= r' idF ?,:•,r,:. v; r;yq.:,•+7rF.js11:71ri 1^ii•..:Ce.• euens urfarEsatil7hlch r_ 0 lw i,zause _, cw;;`amage'ojtFie: truss., 4'ih e'•``' u yy1'Af;, jaGY: ye;`ya"{Pt.'iitiP c.flk1?ise 5L7] 4'N.C7lr' JtK-'.jZL!hDMi W13cioICS'auw•iy1d1w1:Il ya'•, s; :•' '`-'`'''""`.e,I"SEma^ Y. e lD•+' nn ak an stuiiii!'itr clles? P.?°?-vx r;• mar~w;.,,;uw;:••.,,t' ace_,pp9acei`Ira:ads` LaRe'taDT,1207 I PDSI IDT3 C Y;-.i1.MWLi1VW[' i..i 4'al1FK1:ITMS.••L'••v; 1Y1L1-_ Tn••.• a °D`A'C' rZ.•*tro 171r7 alkirag Dl7 lli}L7S6ESiV,LhIC}3:are fyar;fnat 1•e` r X, 3?"n;,c4 YryAC'fdFfWttt•`L''"ri'W„''RUC;•.,rp4%.c•'•,:•--c....rr:G A s E`rElne ' art ' ergo_usyar'ci siioufiji n:str t tly,•' Frame 1 0 ag ine 60° 60' or less or less Approximately Approximately Tog t/, truss length '/, truss length Line Truss spans less than 30'. Spreader Bar Toe In Toe In Spreader Bar Toe In -, Approximately to 2A truss len tgh_ Less than or equal to 60' Approximately to r/itruss length Less than or equal 10 60' Tag' Line Toe In 7 1u Y'.+Yt;iri _'rql I d0 n r tFil :P J tY' •! r.,.}'' I{. n I t!-C h' •; y'.'F4t_ j J', iriry* tfJ,. .hG' •:Ct : ..1,. r — ° T` o J k.• , of fi.•e..-. i ... Il . 1 . Uffing 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 ofthe truss. Each truss should be set In proper posltion per the building designer's framing plan and held with the lifting device until the -ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line h•4 •i•, -i§`4aR1:7(y.00 psi _ — _ _ _ s:.ti •J, , " I:...i J.a,.•^.{ l.M1•LL ., r..rll. J.,J.TD Jr.P• li. , GF OUND•rBRAIDING. - 1ILialNG?IP ITEF116 brace as Strongback/ SpreaderBar I Approximately I r r/ito'/4truss length Greater than. 60' Tag / Line Sirongbaclr/ / SpreaderBar \ 0' 10' At or above mid:height g pprul:nndtely r' /) to '/J truss length Tag Greaterthan 60' Line r•n. +wnrN rr x.Jr .4 rvJ. r GRDU°t lD B.RACIP G l `l l.ILDII ` 'E)vTERIOR Top Chords TypiJ:nl ve rtical End wall r attachment Plan LBT l 17 V. A' Bloch n°. t i — - Ground Brace `;•JGB " [ ; Sryp •'. Vertiealo (GBv) Frame 2 strut ttal tie member with J ( HT) lruaa of bra• cup of truaae EB) DF - Douglas Fir -Larch HIC - Hem -Fir Sp . Southern Pine SPF - spruce-pine-FIr sp - Southern Pine SPF - Spruce -Pine -Fir EMEED Top Chord. 1--rally broc.d "n bucki. jogetherInd causcCollopno H I here io no dim 90, nal bracing. Diagonal bracing ohould be nailed to the underside of the lop chard when purlinad10thejopeldeofthetopChord. Frame 3 12 1 ^mer 13o=, 8otto/ adeac spaOing oStop Cnorou=y^"u.~.~_.=. PxC LMNI 114(7, c; P. M. e& rional engineer ap' Southern Rne spp' apmbe-Pme-Fir All lateral braces lapped at\ees12 trusses. Cross brazing repeated adeach end ofthe building and at ?O' Ll ..TO CHORD f t i ICI' MINIM IrA ER L IBRAGE CJF1G(LBS 8INGONAL'BR C. E rSffA-VNG . B PA'ApI+, ti, Ihl r tmsse G ...TU:S, AA'F/HFsrzr+ilklNF4T• '+ wD±EP wC i lZ. Up to 32' 30 8' 1 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 6' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP -'Southern Pine' HF - Hem -Fir SPF - Spruce -Pine -Fir let i - 2iC4•/2x5 leARAL"LE HCYRD R SS IP!eana Y ort1IIVA Top chords thatare laterally braced oan buckle together a nd cause collapse If thereis no diago- nal bracing. Diagonal bracing should be nailed to the undereldo of the tap chard when purlino are attachod to the topalde of the top chord The endMr diagonalbraceforcantileverednddiagnalsbe dup IclMtrussesmustbestabilityandmustplaced on vertical both -ends of the truss system. webs in line with the support. F r L: x2;RAR4LLcLiCHORDT USSJOi :CHORD Top chorale that are laterally braved can buckle together and raune collapse, If there io no diopo- net bracing. Diagonal bracing should banal led to the underside of the top chord when purlino arc attached to the topside of the top chord. Frame 5 Continuous Top Chord Lateral Brace T ' Required 10' or Greate Attachment/ Required20'( De iOTrusSes 2' FIHFo C. 30" or greater Continuous — Top Chord Lateral Brace Required I 10' or Greater Attachment I ' Required 11 31/ Trusses must have lum- bar oriented in the hori- zontal direction to use this brace spacing. rrc r .tpna.v{F• Iy ' 7h MoP' WL • ::i^r:ff : .y t TOP Ci IO D TOO'RIGNALDI AC i%+ I r PJIIIVIMGM CA'G;.BR A'CE Cl SPACINGDB e SPA'I`1,..,, „ PCdH es SR10F48 •SPF. HF:ri LID to 24' 3/12 8'1 17 1 12 Over 24' -42' 3/12 7' 10 1 6 Over 42' - 54' 3/12 Over 54' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine oC'' SPF - Spruce -Pine -Fir v SCQ Diagonal.brace also required on end verticals. - Top rhorda that am Intern Ily hracad can buckle Ingot Ito rand eaunecullopua If thero la no diago- nnl bror-ing. Diagonal bructno anould be nniled to the underaide of the top chard when purline or attached to the lopairte of the top chord. rv10'N0TF7U Si - PLUMES 12 3 or greeter All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater-= Attachment Required WARY ING: Faifurm'toTOILDWthese*'.ecvmmti%i afiDn co'ul resuli,in savere'p.ersanal' rljur:y ar fa iag: -, —,,.,r, s:or builifings . 1 I I Truss t Depth i D(in) I Lesser of D; 50 or 2" MaximumPlumb Misplacement Line If 5Ti4`!_`'LI TIONT OLEiYa`NSE0 Bow Length L(in) r. ' .• D'/501u'D(ft)t' T Lesser of yp LJ200 or 2" MJftn) I 12 1 /4" 11 OUT -OF -PLUMB INSTALLATION TOLERANCES. I T Frame 6 L(in) 50" /4" 4.2' 1 of), 150" 3/4" 1 5' L(in) Lesser of L/200 or 2" Tin 200'. 1 " r 16.7' 250" 1-1 /4" 1 20.8' 300" 1-1 /2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. 1V[aronda Sysf e-Jms MARONDA bYEMMB 4OU Maronda Way Sanford, FL 32771 (407) 3°I.00fi4 Fax (407) 22I.3913 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida 90050068 Subject: Valley Trusses All valley'2russes labeled PT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet If you have any questions please feel free to c$ll at 407-321-0064. c,'gFerel•, Tom Po ce, P.E. Date: 3) 5 o3 ltl i t i E f I hF1/E, p,5 P/;f/ off.. 4c, No.0050GS8 _ o STATE Gr RID Sri FS •._..... •' GEC ti f/ S'1pNAL •\' Job: MARONDA SYSTEMS Customer: WO:VALLEY SET T I : V' Qty:l FSIGN INFORMATION This desipb on-boAftd bd1111-6—P---d hn been hdod on hdo-wdon prodd,d by the efl"L The dmipe dL'd-h-,oT rmpomlbiliry the da..gm n , e-n of 6.try m bo—at btiwm, ioa w-cirwtiom a,Nm deeps f .. _' to den oas deape by the diem avd me rntt¢mm m ice.r,y .f thb I.IbemaTm n it m T 1d,te to a t-i6c prgm -d aaePts W on ae,bn - tmdrol with rtYud to Dbe—,ioq b-Aiwg. e4—d tad trsnllaie• -f tn- 4 TM. n_ h.. be- doped n . 64.id.d b.p r.1 evmpmag in acmdmee with ANSVTFI 1-1"3 end NDS-91 to be bwapm.td o Pn of the b.Mug "P bs . eoTding Dnipef (.,pstOed ntmw m Pmfml®d enpom). Wb- icAmd lbr.pp..d by the b.ihliot de.ipe, the d..ip b.d'mp Omwo maa be chutd to be me tba d.e da, cb.w. are I. -pet-e- mith,b, Lod b.thlm, cadet... loaded M tamm fn od m .00w toad% p ri wd W npplid loads Udesf >bom um bm ad been designed fen amp a ofP ey loads The design ,s-mo p, e96 a. ch.,.h (top en bom an) .e —tin—dl hrad b1 sbnthbg adm atbewise spstetd• Nbae boom cbodh b teatina ,rt not Noy bred baer.DT by pnPetl apgCd rigid ceiling. d••7 rb..ld be bmd a a mtaim® sp.rhg or 1 V-0' o.e Coonat x plan st- be 4 ot-11. ad 6— 20 p.g bin, dippd gd..l,d aid yl meetmt ASTM A 63X G,ada 74 adm dhewla -b- o FABRICATION NOTES him n fabriudm the ribrk m shsU miew 06 iog to .airy thn dd6 dewing b I- rmlbr.,se wid, tb, nbrk toe. plain ad to —lice - eOm)n in9 d, npom•1Gry A. -eb .eri&adm Alp disc -Pain art pptobeP.l In wdtmg bdtr, aamg Q Gbric,doa Flno I; dell .- be hand neon bmtholo. bd. m disMncd 5 gnln M obe. shall be cm fb- light fining vend to wood fl boring, Co..c, m plat. ,hell be lootd - bmb be- d IlrcIrn, wlth mIb Itd1T I,drddd ud doll b..m ,bud r: the )oba odm nzherwiu dmwa. Asa. pus b 3• wide - 1: 1- hmg. A 6a1 plate is E wide -1' long. Shan (bde) ron P.did to the pile 1.0h spmi6.d Doable nu a 4., b to—bw * 0 —d d the ,taboi..fib. weld nIm 4.&— I. dawn. Conoco. Plne den sbo 6aad on the Porto shown avd..y o,d m be 1 h--d r. c,mm bm9mg —9- -retina arms jThis on, b t>d to be Ittakdd with rue readam Bata t. Jambe aedm othewis, dmwa F. .dSdice I information no Qaalib foond rdtr to ANSLTFI i- 1>s PRECAUTIONARY NOTES An bndag ad nndbo,eco®ermadom a. to be fonowd 1...,d-ce wim'H--Miop. 1--H y .d. B_ t.g . mb.91. I—.. to be b-4ed with peal- ta ace A g odbg ud b—alag. ddl.vs nd mallua m a.oid N d.- ge. T—p ra2 -d permn.0 omit, lb, bddmg basso In . rtralghi -d 0—b podtioo od mr -&tiog meet lb o d.0 be desPd rn tradid by othm C Nj h..0m2 I. m-d.1 -d cmet ao bracing b dw22s rtgdre& Nmml prm.dmur) don M vaao,cga'vo each temponrT b-61 darmi baWlatfon between auto m ..Dili mPdbtt -d dnmbnmg. lbe-pm+Dion of ee.t®ortrmu than be vie me central of pe.00 o.peieoed io [be IaeWt. v'—.foas-. holtmmal d.ie roan be —Ebt U oeilcd. Cto tndon d-m>noctI- Ions got. th- the d,sip loads da11 mt be applied to trt—J d .n1 dot No to& t&e then the weight of the natot shall be pplid m sauce mU -Ca no Rdeoing and tracing b TOP CHOR097-2Rfi-5P—i2 --2xT TRANSVERSRRACItH-RAICE9FCATT0-EDG DOT CHORDS: 2X4 SP 62 OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF WEBS: 2X4 SP 33 THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED TIC MUST HE CONTINUOUSLY BRACED 8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND BY ROOF SHEATHING UNLESS NOTED FOR 90% OF WEB LENGTH..2XB BRACE REQUIRED OTHERWISE. ON ANY WEB EXCEEDING 14'. . -COMMON VALLEY - VALLEY MEMBERS TO BE SET ' PERPENDICULAR TO TRUSSES BELOW. IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. I I UPPORTING TRUSSES Tu UW-1P' YVALLEY AREA denoles ONE edge or one lace denoles BOTH edges or Bolh feces. tIRI 1) ONE BRACE REQUIRED ON WEBS > = 94.0' LONG' 2) TWO BRACES REQ'D ON WEBS >=126.0' LONG . VALLEY TRUSSES ARE ACCEPTABLE TO BE CANTILEVERED UP TO TWO FEET. MOHOVALLEY . WHEN VALLEY MEMBERS ARE NAILED DIRECTLY _ TO TRUSS TOP CHORDS USE (2) 16D NAILS PER : VALLEt 1RuseES rtr.l I — cdFlranlin iAuicF INTERSECTION, OR TWO FEET ON CENTER. = T WHEN BELOW TRUSSES ARE SHEATHED FIRST USE ( 2) 10d NAILS OR (1) 16d NAIL PER I INTERSECTION , OR TWO FEET ON CENTER. IF LESS THEN 3.0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. t 4. V I WHEN DIGAONAL WEB PRESENT USE 4XII PLATE VARIES ( Q) WHEN NO DIAGONAL WEB PRESENT USE-2X4 PLATE UP TO 1112 1 2x4 . R 2x4 I... OR OR VALLEY MEMBERS AT DIAGONAL WEBS REQUIRED WITH w4X6 4X6 SIB 4 eX6 4z8 24' O.C. (TYP) SPANS GREATER THEN 20-0.0 OR 3XB OR 2x4 2X4 2X 3x62X4 axe VARIES 2x4 0- 0-4 2X4 12 36 2x4 2x4. 2x4 2x4 4x10 2x4 3x6 2x4 2x4 3xB 3x6 on, 3x6 oR 2x4 4X8 opt 146 2x4 MAX 610.0 O.C. ITYP) MAX 6-0.O.O.C. (TYP) MAX TRUSS SPACING BELOW - 46' O.C. rSPANS UP TO 60-0-0 onI EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI .I-1995 WARNINO: RiAD ALL NOTRS ON THIS SHZZT. A COPS Of THIS DHAR I140 TO ei arr= TO 2" INO CONTRACTOR. BRACING NARNINO, Maronda Systems Boeing dm.n ao tNsdmriag oa-rzdva bneLL wfad bn t"r parcel br.dvgm tLallu bnddg.hl,bbapartd the b.ndiag limp ,d •filch man be caa.idud 62 the baitdbg doiPer. 9.aemg above b M I,tmd oppm or tract b— od2 m ,dose b.c Wog 1-gUL ho.idom man be made w ,a - Stud neing a soli- ad apeei od a 1. 4lotio- dnermind by the bedding desipe. Additiood bracing of the ocean macmre my be cued (Sm HI"l or T RFm spe.inc tree brat{ ceps. -ti con„ra b.0d'mg dedpa.(Tn- lase laid.. TFI b baud a 31! 4005 MARONDAWAYDgmdioDi.q m,eba. Niarmmsllls) Sanford, FL_ 32771 407) 321- MG4 Fox (407) 321-3913 TOMILS POf4CE P.E. UCEf49E 00050069 ID05 VAMIESSA DR. OVIEDO FL 32760 Denigot Matrix Analyeia Profile Petht Ct\TES-LOK\Work\Jobe\H;LRONDA 9YSTSH9\VT.pr. SUPPORTING TRUSS VALLEY TRUSSES ( TYP.) COMMON OR GIRDER COMMON TRUSSES ( TYP.) VALLEY STRAPPING TO TRUSS BELOYC Cont.-Support _ Studs (a),. 6-0-0 O.C. Eng Job: WO: -VALLEY SET Dag: TI: V'. Dsgnr:TLY Chk: 7/27/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0= 0. TPI-02/ FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35. 0 oaf v4-7-21-4355 Job: MARONDA SYSTEMS Cuatomer: WO:HIPDETAIL Ti :llir WLY;.L SIGN INFORMATION tbi,daphn. id+.id.d b.nr-c—PI-1 hn been bard on terumOd" p vMcd by the dlaa Tt dmipn declaims .oT smpmmltliry rm donate n . rrnh of nalry a um.seet iafb.mnioa ryeeif.ati® eodlm dcdps fmoishd to me bmdesigna tl the u Dag endmeemr¢mm a eewrwT mb bi(bmoat rdstctoaspai6cprojectandtcccp- p Icpomibtlil2 a a h. ed e I ,rib lga,d fa 9 hbdcdima h_miog. d4imem-d 60-W" of b s n- TW, . bs been dmp -d a .n hrdi.id.d b,ldms i nmpao„d m tccmdmce trim ANSUf fl 1.1 "I cd trGS- 91 m be hcmpo<t,rd n Fan of me r+tlalot dcdP by . B.ndios Desipa (resist-d -thetas m fbwoo, emth,eal. tcbm 4 ue b.Bdmt deep-. the desip: WI dos- moo be haled ro be scc tby the m- d.w. R 6 -V —c'* i.. Id, be Iw.al b.tldms rnda, loaf atonic seem& ftr Wasamwloads, pmJee1 Weciffcedm a -peel, pplid losdi Udm a , T ha-J IM , sap a oee.pa7 romp. mi.o cho,ds (rop a bmmm) R ois1T Wad h $camint .dm om-.iu 4—jfi.d. whet holtom , had, fo f®w vc mot IbOr br:d W aa0/ y Ropdr aids or colts. Cod.-s p atm den be aaho.m rParmt or Iv.v m.c mmo,a pt meoolhurd ee , 10 p.te tsd dppd P ,111 need me, mt ASTM A LSf. Gnd- 40. idm oma.iit,team. . ABR. ICATION NOTES trim m nWk,tloa dd, menbriuta ,haO lc.icw d, awtnt u .rdry and tbh dt•wiot b 6 rmf-maQe wim th nbricarofs PI M and to mllm . e A61et mpomibni' I m1— . ntlk.d— A, di-,P.mclm .n ro be pat m w„1t bb atdmt a ntricaloa Oates d. n .m be Insnnd..- bomolm bn-r<dwvfd pals Mantes dal bw for dzM dull be loom m bob r— d hsaMt. Cooaau pl ad d-n be q- -tool heemsweboaAsIh11Th,bddd e John adm.bo, d.— A daaPod. Is a' wide. le. t. A cat plde h P wick a 1' loa4 Sbm (ole) no peas, m me plat ImLm ryaied. f rbc a nbdo0m m®b,as d,l med n me cr.wid of !m webs . o,bm, ise dm..n Caooeere p1m. d--e idn ace b. sd _ dm rm. sbo -od ,-¢doe sm be tread fW cortals, banAivt -No This b. a h.ot In be nhrfuld wlb thc,dadr eta lamb -.ales uly mm- Chmod beI to A}iSHfTI inrmmatiom rmliryS1- Iffa a PRECAUTIONARY NOTES. VI b.. lnt and -eedoo ,ccomorodd6m, -e m be Iblkwd W . ccordaocs-fb'Had1b Braiot : HIB- f I. Trnam -e ro he bmAd 11b par,kalarmedmfnt6anAntatdb,mAl s, ,ahoy sad im-lwo , ro ...id dames- Temporrl and p-ma®t b,atFat fu bldmt b.am 6 . dnitbt .d pt b Poddoo and M Irdnmt Inrr.l m.ce d.n be dmPd . d kwAld b7 „t7r,ss Crcr, b.ambt b eamSd and ecilnn b. dnt b,srals rtgdrd. Nand plm.dml Ime Ih- fete- Icg6. -6 tmpore7 brreb,t demt Ino,latlw beets- traaa ro stow toppling sad domioebt. tte opar.bim f -ccdo. orb gh4 be modettu ,mdml . 1 pas-- ap-Imid I Oe tatanarbn of bass p r, ,00A WA.. a.n be swsbt if omdd. Cmazmntloo or _.u.arom Toads s.ra,- thaw tb dedp lolls sha0 b be :poled w Us d -,T d: No rods urh. mn me wotbi of the -e li e pPltd tosetae ado ana an nstrs®t Is P. e„mphid. HIP GIRDER Marunda Systems b 4005 MARONDA WAY l 521iford, FL. 32771 k (407) 321- 0064 F.rn (9O7) 321-3913 T01AA9 PO110E P. E. UCEf1SE PW50068 W05 VAWIESS^ DR. OVIEDO FL 32766 Desiens Matrix Analysis 2X OF BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO. -SHORTEN i OSB NOT TO EXCEED 24"O.C. TO BE NAILED. TO TRUSSES w/ 12" -ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING WARNING: Eng Job: READ ALL NO ON THIS SHEET. A COPY OF THI9 DRAMINO TO BE GIVIN TO ERECTING CONTRACTOR. BRACINO HARNLHG- D'g: andnt stem... ,bV dn.Int h ma aatlo. hadnt wind bndns, poml hndns a, slmliu bradns whlcb h pan of DBgnr • TLY br kMmt dmp . d .hid man c onsided bI be b.ildmc dmipa. Bndnr steam is re, tat --al.-- of tr.a m®bm od7mrd. ceb..Ui.1 Icnttb. fto.W.. mast be m.de to We'db.,ms.tends,md rpe i6.d TC Live rocationa d--miodybebBdiosdmp-. Addi,ioo, r¢i t of be o.-ae s:nrJrrrc mat be rcgo'urd (Sa F-91 of 77Rfm sp¢ i6c teen bnciat ,igty®mLL tamed b„tldiot dmp-.(Trna Rate Ianimtc Trl b loc.tcd a 5U TC Dead OTlm6im piss Madison Wisuwia d)119} BC Live BC Dead Profile Path: C.\ TH2-L0K\Work\Jobe\HARONDA SYSTEMS\VT.prx Chk: 16.0 psf 7.0 psf . 10.0 psf 2.0 psf WO: HIPDETAIL TI: HIP 7/ 27/2005. Lbr DF: 1. 25 PIt DF:-1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA V4. 7.21- 4355 I 'Job: WINCHESTER A 4 Customer:108 UPLIFT D.L. . WO:WINA4 TI:HLA Qty:2___1 DESIGN INFORMATION This design is fan an Ind -deal bnili ins mlnpoam and has been bard on infonwim plaided b) the dnml. The dmignes di -lain, airy resparmbdnq for danags as a result of faulty or issmnm infore+tMnspmfiouons and/ or designs hunished to the intent dmpv by the client and the corrolnen or sowrac) of this intonation a it ally rdate to a specpin)= and accepts an resgiona3il ty or aacses no control with reprd to Witiaum handling. shipment and inslalbvion of trusses. This cuss has been designed in an md-duct! Wilding omaporou in - c^rd•nce with ANSVfP1 1.199) and NDS-97 to be incorporated as pan of the building design b) a Building Designer. Wbm mimed for apprasl q the building designer. the design landings shone must be dsoekm to be sure that the data shonn are in agamem with the Intl bmlding codes local chronic roads for uiod or sooty Imd& pr I specifications or spmai applyd wads. Unless shows nuns has not been designed for --rage in o=pnc3lands The design sssmrs compression chords ( top or batom) are oomwuoedy broad b) shenbing unless otherwise speofsed Wbm bonom chords in tension an, cot U4 broad Intcnlh by Property opphad ngid =ling, the) should be braced m msamum spoong of IO-0' o c Connor pLnes shall be ma®fxmrd from 20 San la dapped gaha sized cal mating ASTM A 6d2. Grade 40. codes othassise shown. FABRICATION NOTES Pnor to fabrication the fabricator shall mien this drawing to nerd) that this dnusng a to emnformna with the fibrsmtoes plain and to realm a condoning responahibq for such svifimtim Any drsacpancies are to be pin in unling before outing in fabrication. Rates shall nee be in -ailed my knotholes, knits in dwmed Baia Members shall be an for tight fitting wood to wood bmrmg. Cmnsemr plans shall be local d on both Pica of the truss mth mils hdly imbedded cam shall be s)m about the picaunless othvwix sbown A )c4 pLtte n 6' wide x 4' long A 6d plate is 6' wide a g' wng. Slots (boles) con pamBd in the Islarc Ieyth spoci Double ends on rich members shall m= at the omtreed of the webs unless otherune shuun Connector plate sizes are miniwna o rim brad on the fee= shown and may need to be rncrntsed f-r exn_ hadhngadlor am;m -rest es This tent es < a n be Ltbri<attd utlh fire mudaca treated lumber unless aherwise shown For adduiooal inform -nee on Q ww Comm1 tefn to ANSVfPI 1-l"s PRECAUTIONARY NOTES AB bracing and erection r®mncdiumn are to be folbuod in accordance with accepted industry pubbcstiont Tema are to be handled with parncular cart dating biding and bundling. del nwy and imWlxson to noid damage. Ternparar) and permneca luacng for hoWna users in a straight and plumb pomim ad for rm-ing lateral fawn shall be dcugad ad rn-almd q cthm. Cardin! handling a menial and oaten tracing is always rc*red Norm) pre®nionn) action for vuaes requires such usnpaa^' bracing during installation here= trusses to nud toppling and dominoing. Thin: mpmuim of acamw of t u dull be under the control of persons a penionmd to the ww•n-lien of tlecsses Professional done shall be sought of needed C000entratm of mmuoam Inds greater than the design Inds shall nee be spoil to trusses d any lima No Io.ds cilia than the weight of the anion shall be spored m incomes anal alter all Rvmna and bracing is TO: 2x 4 SP #2 BC: 2x 6 SP 02 WE: 2x 4 SP 83 2x 4 SP 02 3-13,3-12,4-12 4-11,5- 11,6-11,6-10 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, Vic:125mph, B= 23.0 ft, Ies 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 paf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-3563/1519,2-3 3366/1483, 3-4=-2475/ 1251,4-5=-2159/1203,5-6=-2471/1249, 6-7=-3366/ 1503,7-8=-3563/1544, HOT CHORD 14- 13=-1231/3140,13-12=-1004/2654, 12-11=-732/ 2156,11-10=-1012/2654, 30-9=-1260/ 3140, Webs 2-13=- 282/230,13-3=-177/708, 3-12=-721/ 393,12-4=-259/799,4-11=-2/7, 11-5 259/ 801,11-6=-721/404,6-10=-198/708, 10-7=-282/ 248, 10-3-2 0-4-3 I MULTIPLE L. OADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Weba Brace Pt Joint to Joint 1/2 3- 12,6-11 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14'-0e' TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3563 0.72 A 14-13 3140 0.69 2- 3 -3366 0.52 A 13-12 2654 0.62 3- 4 -2475 0.48 A 12-11 2156 0.43 4- 5 -2159 0.40 A 11-10 2654 0.62 5- 6 -2471 0.48 A 10- 9 3140 0.69 6- 7 -3366 0.52 A 7- 8 -3563 0.72 A oint Locations 1) 0- 0- 0 6) 31- 0- 8 11) 25- 0- 0 2) 6-10- 15 7) 37- 1- 1 12) 19- 0- 0 3) 12-11- 8 8) 44- 0- 0 13) 9-11- 4 4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 5) 25- 0- 0 10) 34- 0-12 In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(s): 1,8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift T Type 0- 1-12 1 1938 -14 -921 B Pin 43-10- 4 1 1892 0 -847 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2-13 -282 0.12 C 11- 5 801 0.37 13- 3 708 0.15 C 11- 6 -721 0.61 3-12 -721 0.60 C 6-10 708 0.16 12- 4 799 0.37 C 10- 7 -282 0.12 4-11 7 0.00 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 23/999-0.46/999 12-13 Horiz. 0.08 0.15 NA Max DL Deflection L/999 = -0.23 Long term deflection factor es 1.50 19-0-0 6-0-0 19-0-0 l 2 3 4 5 6 7 8 A 1938# 3. 50" 6.00 6. 00 8x10 8x10 40 8x10 44-0-0 2 44-0- 0 RO-11-11) 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: M a ro nd a Systems Bracing shown on this droving is not amron bracing. wind broenn1. ponal brocing or -mum bracing ritich is a pan of D 9 : TLY Chk the Waram buildingdesigndwhichbeconsideredh) the holding designer. Bracing shorts u fm lateral support of inns r vn®bera only to reshce buckling length Pros>aom ram be made to anchor Wml bracing in cods ad specifrd loollom determined b) the Wilding designer. Additional bracing of the aeraB -elan: m3) be respired (Sin HIM I TC Live 16.0 psf 4005 MARONDA WAY oo rFoo n+a,mwrs ofli3719). 'lelavmc TPI - want asg) TC Dead 7.0 psf Sanford, FL. 32771 CorrWooem E. ngmenng by iris Eng.-gCc_ P.A.. 919 ScadsR4 Edenton NC 27922 BC Live 10.0 psf 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE $*0050060 BC Dead 10.0 psf 367 MedaMon FL 6htahaoti, FL 32766 TOTAL 43.0 psf 9-10-3 0-4-3 A 1892# 3. 50" Scale = 0. 1440 WO: WINA4 TI: H1A 7/20/ 2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.32-60308 Design: Matrix Analysis Profile Path: C: A 4\BIA.prx Job: WINCHESTER A 4 Customer:10$ UPLIFT D.L. WO:WINA4 TI:H2A Qty:l I DESIGN INFORMATION This devgn a for on indnidtul buildreg oompmw and has been based on tafmmtim proadded b) the dm The designer di clams ao3 req ortubthr) for damages as a Rsdl nr faulty or tnmrrm informmhm s mHuuom anNm designs ftumsbed to the um designer b) the din and We antnm oraccuac) of this informauoo a it may relate to a spembc prnjed an ! accepts m Iitspoingblll1) or Gi[fdfd on, control atth rcpjd to abned;aa ba dl,ct ship- arti instcllaten of must Tbis trim has boon desgmd as an and -dual laulmng in ooaad- sub ANSVT74 1-1995 and NDS-97 to be iooaporatm u pan of the building design y a Building Dcsgiher. Wbm miexsd for apprmrl q lbc building designer. the design loadings shoxa nmm be least to be sure that the dam shoxv are in agie®t auh the local building codes, local dhnatt nsards Car u;m m stern loads, lint spedfmmm or :patrol appled loud: unless smxn, truss has od been destgned fat snags or OnNpane)Inds. The design assumes comprtsaon cbw& (top or bonom) arc comrmcml) braced n wadurig unless atbmxise spoerred Whoa beuem worts in r- are uos rulq braord mtwq• by a poperl) applied rigid mhos On should be bread at madmon pdry or 10140* connector connplatesshall be monhmamed from 20 prise bu drppcd gahanized stal mating ASIM A 653. Grade 40, vnlaf cslerxi>c shone FABRICATION NOTES Prior to abrraum the abnotm shall tux this dnxsng tc senfy thal this dm"ng is in CadormVra xith the abriamfs plans and to rcalaze canumung respunsbil,ry for such.<rirasimt Am d,tae4orcta on to be put in xnung befog outing or fffiriaumt Pbra shall out be immlled au knaleles koets or mstoned grain Members shall be m for taut fining xcod to woad bating. Conntor prates shall be mated on bah fat of the truss xiih omen",mbeddad and shall ha s)m about thejoint mien othemise woad A 5x4 plum is 5' uide x 4• long. A 6a plain is 6' xtde x a' long. Stds (Iola) ran Walld to the prate tengtb sptfled DocNe curs on ueb rnem. shag mat of de antroid of the xtdts udas othemise sboxa Cm w= plate sizes ere mimmnm ures board m the form sba v and uv) nod to ha ittere¢s' for attain handling analler eroc iou stresses This truss is out to be abrhated xith rue mandarin viand hrmber --less abmntse sbonn. For addttlmal intormvoo m QU94 Cooed rues to ANSVrPI 1.1995 PRECAUTIONARY NOTES All braong and am on recommend"® are to be fdtmsed in .® raara auh camped bothstry p,Dtrauom. Tnmes am to be handled xith pmucuLv are during banding and bundling, drhnvy act t•n.,... to nod damage. Tinpmary -il permanem bracing far bolting tsussa in a straight and plm,b pomtm .it for nssu,g W rnl rates: shall be desigvd and installed by others. Ceerol hmtdhng s essvmal and erearnn bracing is alxa)a regdned Normal penuumar) anion fat mina ropm such tanponq' brocing during mtalhoco beram trusses to mud topping and dnmimnR The m4perssstm cf-mm efuessa shall be under the control of pasom esper®crd in the insulation of trusses Rofesaoml ads ice shall be sought if nadM Conavtratoo of mmrnd,m Imds grater than the design toads shall m be applied to uuvu at on) uoz. No loads other than the xeght of the eraton shell be apphed to umsa = 1 dla W fasrrdng ed bracing is coarpleted TC: 2x 4 SP 02 BC: 2x 6 SP 82 WB: 2x 4 SP N3 2x 4 SP # 2 3-14,3-13,4-13 5-13,5- 12,6-12,7-12,7-11 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-3604/1576,2-3=-3430/1545, 3-4=-2667/ 1331,4-5 2343/1269,5-6=-2343/1272, 6-7=-2667/ 1334,7-8=-3430/1569,8-9=-3604/1605, HOT CHORD 15- 14=-1290/3181,14-13=-1088/2767, 13-12=-894/ 2410,12-11=-1098/2767, 11-10=-1323/ 3181, Webs 2-14=- 249/206,14-3=-160/597, 3-13=-623/ 365,4-13=-329/933,13-5=-135/117, 5-12=-135/ 113,12-6=-329/933,12-7 623/375, 7-11=-182/ 597,11-8=-249/225, MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 3- 13,5-13,5-12,7-12 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14'-0" TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3604 0.56 A 15-14 3181 0.65 2- 3 -3430 0.48 A 14-13 2767 0.59 3- 4 -2667 0.44 A 13-12 2410 0.54 4- 5 -2343 0.37 A 12-11 2767 0.59 5- 6 -2343 0.37 A 11-10 3181 0.65 6- 7 -2667 0.45 A 7- 8 -3430 0.48 A 8- 9 -3604 0.56 A joint Locations 1) 0- 0- 0 6) 27- 0- 0 11) 35- 0-12 2) 6- 2- 15 7) 32- 4- 8 12) 27- 0- 0 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0 4) 17- 0- 0 9) 44- 0- 0 14) 8-11- 4 5) 22- 0- 0 10) 44- 0- 0 15) 0- 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): 1,9 bAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift ! Type 0- 1-12 1 1938 -14 -940 B Pin 43-10- 4 1 1892 0 -867 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 2-14 -249 0.09 C 5-12 -135 0.13 14- 3 597 0.11 C 12- 6 933 0.37 3-13 -623 0.42 C 12- 7 -623 0.42 4-13 933 0.37 C 7-11 597 0.12 13- 5 -135 0.13 C 11- 8 -249 0.09 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 26/999-0.51/999 12-13 Boris. 0.08 0.15 NA Max DL Deflection L/999 - -0.25 Long term deflection factor = 1.50 17-0-0 10-0-0 17-0-0 1 2 3 4 5 6 7 8 9 6.00 4x6 3x4 4x6 TO0 8-10- 3 0- 4- 3 8xI0 8xI0 8xI0 8xI0 1938M 3.50" 44-0-0 1892M 3.50" 1 5 13 44- 0-0 2 io R - I -11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1445 Maronda Systems L! 4005 MARONDA WAY Sanford, FL. 32771 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE ta0050068 367 Medamoo PL Chuluots, FL 22766 WAKN1Nta: READ ALL NOTES ON THIS SHEET. A COPY OF THIS ORAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing wmu on this dmurg is m cseo on bracing. uv,d bracing, portal bracing in similar bracing nh,ch is a run of me building dcs, gn and u hich inns be considered y the building design,. Bracing slacrum is for lateral support of trim member on]) to rem lac bng Iraath Prmisiom must be m7de to anchor lattral brocing at ads and spcmfed locations daermihrd b) the buildtna dWSm. Admuoml bracing d the m=H suucmm ms) be rcquhed (Sm HIB-91 of TPI) For speark tuna bracing rq,drcuicms. mead building datgier rrnm K= Imuuar TPI is located at 513 Dowfno Orr, C. Madison. Wrssonfln 53719) Componm Finginming by. Truss Enyaving Co.. P.A, g It Sounds de Rd. Fdmtak NC 27932 Eng Job: WO: WINA4 Dwg: TI: H2A Dsgnr:TLY Chk: 7/20/2006 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 Design: Matrix Analysis Profile Path: C:\TEE-IAA\WOrx\JODB\W1NA4\WINL;UEbTGK A 4\UZA.prx Job: WINCHESTER A 4 Customer:109 UPLIFT D.L. WO:WINA4 TI:H3A Qty:l ' DESIGN INFORMATION Thus devil is for an ind-dal bolding arnpone . and has beco based on mformawn pre ided by the chem. The designer declaims ao) mpoimbdih far damages o a resuil of faulty or incorrect mfarmatioa specifications and/or dings fora ishd to the tom designer b) the dtcid and the eommuess or scemroq of this inrnrmatam as it ma) relate in a specific project and accepts no responsibility in semis no control amh regard to fabruuon, handling, shipment and installation of trtssies. This trust hn been designed a an ind-had Golding m arm in aocord•,w>r mN ANS VIPI 1-1995 and NDS-97 to be incvrporred as pan of the building design by a Building Designer. Who reined for appmml q the building designer, the deep loadings shown min be cbakM to be sure thin the data theism are in agreement mth the local bwmmg codes. local climatic records for nud or crow loads. project speafrations or special applied loads Unless shonn truss der not been designed fa -mat ge or cccupa°n toads The destp assume compression chords cusp or botmm) are ®timniml) bacM b) sheathing unlessotbernve spmfl d Whore batons chords in tendon are nor f dy broad burn113 b) a popish appliedrigid mltng. thq should be bread" imsim spacing of IV-0' o c Connector, plain skill be mamifaetwed from 20 puge hot dipped gahvuzed seal ASTM A 655. Grade 40. unless othmwise shorn FABRICATION NOTES Pror o bl riauoo, the blaitatm shall mini this dewing to % wf) that this dmiiug is in confom uss, with the fabnatoes plansand to mils a cuntimitng responsibtlnq for such - ifiauon. An) discrepancies are Fir be put in %nun& before cutting or fabriotim Plats shall oil be installed ma krotbols, trots a dmoned gins Member shall be as for tight filling surd to woad haring. Connector plats dull be loaned on bosh faces of she tress mlh marls Noy imbn&kd and shall be yin show she pint -h- otherwise shorn A 5a4 plate is 5' wide x 4- long A 6%2 pLve a 6' wide a a' long Slats (Iola) nor pudlcl to the pbe linglb specified Double ass on web renmbers dill min at the oceroid or tle wort unlns orhesmss doped. Conomor plate des are mmu- d16 bard on the form show and m>) and to be toasted fa arum handling andla ereerrm snsss Tbis trims rot io he fabrics, withfull usardam uta1M lumber vatm wberv, i shown For ndditimd mromausis on Quoit) Come refer to ANSvrpl 1.1995 PRECAUTIONARY NOTES AD bsriwg and erection recommendotima tie to be followed in aamd:- wish soaped undrmry p bliatims. Toms are to be handle with ismucul„ are during banding and bu-11- ddnm) AM osalWim to nvid damage. Temporary and permancm bracing for holding uusss to a straight and plumb position and for resimin, lateral form shall be designed and install d b) alien Careful handling is -iid and ermon bracing is dwm) s required Normal premmmar) aaim for tomes r[ gwm such tempmar) bracing during installation bawmi toms to mod toppling and dowonng. The super is m of erection of musses shall be under the [mdml of perform eapenclleed in the umiallaton of uus:s Prefesssoml uh= shall be sought if neded Couanuwoo of construction IroN S,=a than the detup loads shall not be applied to teases at an)time No tads at her than the wdght of the cram shall be applied to tiffs mil after a0 Fastening and bracing u cmaptaM TC: 2x 4 SP 62 BC: 2x 6 SP 82 WB: 2x 4 SP # 3 2x 4 SP e2 3-14,4-14,4-13 5-13,6-13, 6-12,7-12 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, CiC, V= 125mph, Her 23.0 ft, I= 1.00, Exp.Cat. B, LLzter 1.0 Bld Type= encl L= 40.0 ft W= 44.0 ft Trues in INT zone, TCDL= 4.2 psf, BCDLee 6.0 psf Impact Resistant Covering and/ or Glazing Req TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -3651 0. 43 A 16-15 3227 0.60 2- 3 -3501 0. 43 A 15-14 2871 0.49 3- 4 -2844 0. 40 A 14-13 2500 0.45 4- 5 -2793 0. 52 A 13-12 2500 0.45 5- 6 -2793 0. 52 A 12-11 2871 0.49 6- 7 . -2844 0. 40 A 11-10 3227 0.60 7- 8 -3501 0. 43 A 8- 9 -3650 0. 45 A 8-3-2 0- 4- 3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 1,9 FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 3651/1611,2-3=-3501/1585, 3-4=-2844/1400, 4-5=-2793/1442,5-6=-2793/1442, 6-7=-2844/1405, 7-8=-3501/1613,8-9=-3650/1644, HOT CHORD 16-15=- 1330/3227,15-14=-1153/2871, 14-13=-928/2500, 13-12=-933/2500, 12-11=-1165/2871, 11-10=-1367/3227, Webs 2-15=-214/ 183,15-3=-140/520, 3-14=-540/327, 14-4--217/682,4-13=-177/425, 13-5=-344/283, 13-6=-172/425,12-6=-224/682, 12-7=-540/338, 7-11=-164/520,11-8=-214/206, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.26/ 999-0.52/999 5-4 Horiz. 0.08 0. 15 NA Max DL Deflection L/ 999 = -0.26 Long term deflection factor = 1.50 Joint Locations 1) 0- 0- 0 7) 33- 8- 8 13) 22- 0- 0 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0 3) 10- 3- 8 9) 44- 0- 0 15) 7-11- 4 4) 15- 0- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 36- 0-12 6) 29- 0- 0 12) 29- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loci BSet Vert Soria: Uplift T Type 0- 1-12 1 1938 -14 -950 B Pin 43-10- 4 1 1892 0 -876 S H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 2-15 -214 0. 06 C 13- 6 425 0.29 15- 3 520 0. 17 C 12- 6 682 0.20 3-14 -540 0. 44 C 12- 7 -540 0.44 14- 4 682 0. 19 C 7-11 520 0.17 4-13 425 0. 29 C 11- 8 -214 0.06 13- 5 -344 0. 32 C 15-0-0 14- 0-0 15-0-0 1 2 3 4 5 6 7 8 9 6.00 Cx-C 6.00 8XI0 8XI0 flu 800 8XI0 A A 1938H 3. 50" 44- 0-0 1892 13.50" 1110 6 5 4 44 3 0 2 1 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1443 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing showmmthis drapingisraserecuotbracing .nandbracing. Portia bmaogorsimilar braoguiichnapan of the bmldiog design and obich min be comidered b) the bwlding designer. Bracing shop is for Lateral support of tom members mush m reduce aeummg IenVh_ Pro idons nun he made m anchor lateral bracing o cods and voct batons Me mxd b) the building designer. Additional bmeg of the atoll trusts ma) b: rtgmind (Sce HEB-91 of TPI) For specific ruts brain{ requirements. cons balding desgra.ffruss PWe lnstiude. TPI is looted at 593 D'OrofnoDme.Madunn.Wiscumm53719). ComM=EogmmingbyTessEngimaringCo.,PA.,SISSanndudeRd. Edenton.NC27952 Eng Job: DNg: Ds :TLY Chk: r WO: WINA4 TI: H3A 7/20/2006Morrondd Systems TC Live 16. 0 psf PTCDead 7.0 psf BC Live10. 0 psf BC Dead 10. 0 psf 1 TOTAL 43. 0 psf Lbr DF : 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4 . 7 . 32-60310 4005 MARONDA WAY Sanford, FL.32771 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4WOOS0060 367 Medamon FL thuhsots, FL 22766 n,x. irai- hoitrise A-1-i. Profile Path: C:\TEE-LOX\Work\Jobs\WINA4\WINCHESTER A 4\H3A.Drx I Job: WINCHESTER A 4 Customer:10# UPLIFT D.L. WO:WINA4 TI:H4 Qty:l DESIGN INFORMATION This design is for an ,nbm,dml b,uW,ng mmgroQm and has bend based no information pmdod b) the diem. The designer el sdaines any n3pmmbiln) for dauvges as a result of fmlry or incorrect information. sp irwadoes and/ or design f ntrombed to the tend designer b) the data and the corratnem m oraemc) of this infmmwon os it s)• reline enm spear¢ projectand ac va o0 responstbdst) or cmredse ro control mite regard to fabricatim hondhng. shipmcm and itmallmm of tmesses This amss has been designed as an sndnideal binlding component in aamrdava oath ANS VIPI 1-1995 and NDS-97 to be incorporated a pus of the building design b) a scalding Dangle. when mimed for appreml b) the bmldmg designer, the design Wodnngs shone am be checked to be stun that the data Wen art in agle®eor math the local dWdM$ codes, o® cal d,tie rsraII , for n,nd a horn Inds, pmjm apmllcabms - spinal applied leads. Unless sbnsin tram has cot Oars designed for storage or o col; anc) loads. The design ammo compression chords (top or bream) art continuously braced by shathing unlessotherwise specifmd where baton chords coo tcwon ere na fur rybused lata.lry by proper/) applied rigid mling, the) should be braced al ms.ieemun speident of l( Y4Y o c Connect« plate shall be manufactured from 20 pup hot dipped phaaiad Bred mating AS(M A 6- 53, Grade 40. unless othereisesbown FABRICATION NOTES Prior m Obr eto m tho (sensor shall men this draw,.{ in seal) that this d.-S a in-lbrmme a milli the fabritmofs plain and to realua a omlionag raponahil,t) for cosh hcrifieatsan. A), desae}areoes am to be pm in -iting before arcing on fabrication Plate shall rem be insdled nee knotholes. kma or drstmned gma Members shall be cam for tight fining wood m mood baring. Comore for plate W ll be bated on both fie= of the tress with nun furry' nmbeddad and dull be s) to .been the joint unless otheronc Wan. A 5%4 pure a 5-uide i 40 long. A 6.d plane a 6' widea I' long. Slats (hole) cam parallel m the plate length spenlied. Double oast m web members shill inner at the mdroed of the webs uWm othomnc ehowv. Connector plane Sim ate mini® situ lined m the force lams and roa) nood to be mamsed for teruin handling and/ orevecleom stresses. Thu truss a not to be Imbricated mnh rim retardant treated hnaber unless atbernue shown For aftnooal ierforentioo onQuality Control rely to ANSVrPI 1.1995 PRECAUTIONARY NOTES All bracing and erection ravmsndmeovs are to be followed in accordance milli aaxprd ittdteary publtaeom Tnme are to be handled with pvneculu ae dime{ baehdueg and bumWiets. ddn-) and wnUrim to nod damage. Temporary and pant - bracing fat holding tensses in a atnight and plumb post, and fa resstivj la,m form tail/ be deigned and installed b) others Cardin handling u -tial and crecrion bracing is alwi p reapirtd Normal prmulhovar) acts for cremes regvire mch Wripomry bracing mUtmg omallmioa bowem tromes to nmd tippling and d--i- The mpenisemt of erection of Inure shall be under the control of poem apericmed in the iawllation of troves. Preifessioml adhice call be smghl if oncee . Corcenrratim of cooanection leads gate thin the design Inds shall not be applied to Ines$ at env) bon No Inds other than the wdght of the erectors shall be applied to truan until a0a W f Col vg and bracing v coempict TC: 2x 4 SP #2 BC: 2m 6 SP 92 WB: 2x 4 SP #3 2x 4 SP 42 2-13, 3-13,4-13 4-12,5-12,5-11, 6-11,7-11 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, I= 1. 00, Exp.Cat. B, Xzt= 1.0 Bld Type= encl L= 40.0 ft W= 44.0 ft Trusa in INT cone, TCDL= 4.2 pat, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-3622/1599, 2-3=-2967/1408, 3-4=-2594/1344,4-5=- 2964/1471,5-6=-2594/1344, 6-7=-2968/1408,7-8=- 3622/1599, HOT CHORD 15-14=-1315/3185, 14-13=-1315/3179, 13-12=-1116/2901,12-11-- 1116/2901, 11-10 1315/3179,10-9=- 1315/3185, Webs 14-2=-5/298,2- 13=-677/381, 3-13=-335/1036,13-4=- 512/223,4-12=0/174, 12-5=0/174,5-11 512/223,11-6=-335/1036, 11-7=-677/381,7-10 5/298, 7-9-2 0- 4- 3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 4-13,5-11 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.12011 nails spaced 8" o.c. T- brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 141-0i1 TC. ..FORCE..CSI. Cr ..BC. ..FORCE.. CSI. 1- 2 -3622 0.71 A 15-14 3185 0.62 2- 3 -2967 0.60 A 14-13 3179 0.54 3- 4 -2594 0.42 A 13-12 2901 0.53 4- 5 -2964 0.37 A 12-11 2901 0.53 5- 6 -2594 0.42 A 11-10 3179 0.54 6- 7 -2968 0.60 A 10- 9 3185 0.62 7- 8 -3622 0.71 A joint Locations 1) 0- 0- 0 6) 30- 0- 0 11) 30- 0- 0 2) 7- 5- 4 7) 36- 6-12 12) 22- 0- 0 3) 14- 0- 0 8) 44- 0- 0 13) 14- 0- 0 4) 19- 4- 0 9) 44- 0- 0 14) 7- 5- 4 5) 24- 8- 0 10) 36- 6-12 15) 0- 0- 0 In -Plant Quality Assurance with CII= I In -Plant Quality Assurance, per sec. 3.2.4 of TPI- 1-02, for joint(s): 1,8 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 1938 0 - 952 B Pin 43-10- 4 1 1938 0 - 952 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE.. CSI. 14- 2 298 0.10 C 12- 5 174 0.03 2-13 -677 0.64 C 5-11 -512 0.37 3-13 1036 0.26 C 11- 6 1036 0.26 13- 4 -512 0.37 C 11- 7 -677 0.64 4-12 174 0.03 C 7-10 298 0.10 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I.Span-0.25/999-0. 49/999 5-4 Horiz. 0.08 0.16 NA Max DL Deflection L/999 = -0. 24 Long term deflection factor = 1.50 14-0-0 16-0-0 14-0-0 1 2 3 4 5 6 7 8 6.00 A 1938# 3.50" In 4x6 3x4 3x4 4x6 44- 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: LaConda Systems Bracinglaw°m Nisdm ingisederectlmbracingwindbracing,purl°racingorsimdubrectogmetch ism pan of the Auldsog dem anv design and which rebe derad 61 thebuuldumgdmjm. Branng Wam is fit Iatcml support of via member my tore th buckling kngh Prosisions min be made to- liter/ bracing at ends and q=feed locations; dese mead b) the balding design. Additional bracing of the bens suscnue mop be regwred. (Sm HIM 1 of TPI) For specs tross bracing regavemmts. none bidding desgma (True Plate lemind , TPI o 1-m-1 in Sg) 4005 MARONDA WAY D'OWw Driie Madeson wesco® n 31719) Sanford, FL. 32771 Cornpovent F-ecereng y- Tress Fe,gio ccring Co., P.A.. &IS Soonn.Rd. Edson NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050068 367 MedsNon FL thuhaods, FL 32766 6.00 A 1938# 3.50" Scale = 0. 1442 Eng Job: WO: WINA4 Dwg: TI: H4 Dsgnr: TLY Chk: 7/20/ 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 v4.7.32-60311 Job: WINCHESTER A 4 Customer:108 UPLIFT D.L. WO:WINA4 TI:H4A Qty:l DESIGN INFORMATION This design is for an iudnitblil but" component ad has been based on informuim prmided b) the dim. The dmgoc dndaim uq respormbih0 for A-- 11 result of faulty of imonm information, sprdfaonluia endlor design famished to the truss design b) the dime and the correctness or nieuiae)• of Ibis itlfbincia o n it may relate in a spmfic Project and accepts on, respo®bdi0 or esercises can control pith regard to fabriatial handling, shtpcecu and snstaBatim of liana This tnm has boo designed n an ind-dual buW-S compoocof in accordance uuh ANSlnFl 1-1993 nor NDS-97 to W ineorpornod a port of Ibe building design by a ButWina Dcsigact. Who mxnd for apprmal b) the hoiWuy designer. the design loadings ahooa must be chested to be care that the data char. are in agreement nith the local beuMmg codes, local dimaue records for nsnd or soon Inds. p.*a sPmllalims a specal applied Imda Unless shown muss hint not b® Amptd for storage a oavpaM loads. The design asama cl ordf (cep or bounce) are continmd)' braced b) d-hutS -1m otbanise specified wbae bottom chords in tewm are not full) bacod deuifh b) Property applied rigid coihms they should be braced u mnvmnm spacing of l0'-0' o c. Connector Pates shall be mararfaaurd frtice 20 gauge hot dipped gihantecd am reeeang ASTM A 651. Guide 40. uolm olhaoise shown FABRICATION NOTES Rig 10 6biepu the fabnea shall mso dds dcanrng to serif)' that this tinning is in conformance sub the fibriomrs plans ad to mi- a wonnuiog responsibility for such s-tfscatim Any descnepanoes case to be pm in canting before cutting or s,"^^,ion. Plates shag oui be -11 osv knots-d- knots or distorted gain. Members shall be m for tight filling wood to wood baring. Comma pales shall be located on built for of the tom unh oasls fid0 irnboddrd and shall be sym abaci thepa -less othvoin Shunts A dst plate is 5- ends s t• long. A 6sg plate is 6' wide a 9" long. Slots (holes) nor parallel to the plot: length specified. Double cans on ucb members shall once at the ecntmd of the ud. unless uibert- station Comcaor plate rim are inattention am based w Ih form shone and near) need to be ircnsd fa certain handling andfor ermm stresses This nuns is no in be fatricaed wish fire retardant traded lumber unless othemin shoos. For additional ifamarm m Quahn Counted refer to ANSUIPI 1.1995 PRECAUTIONARY NOTES All bracing and umm recommmdaliom are to be foDm d to aeardamco pith we* industry publications. Truces are to be hatalled nub paniadar tare daring hiding and bridling, delisvy and nnsalb aw to odd damage. Tangorin and percrunce baring for bolding tnaao in n siuiught and pined, p®tioo and for relining lateral fosses shall be designed and insialled by otbaa. Careful handling is ssental and amino badag a aloha required Normal prsamnmr) anion for trusses requires such teunpoaqbracing during installation bco>m triennia; to in oid toppling and dote min, The mpmisim of cr= m of assents shag be to der the control of persons experienced in the iasiallxim of uttsa Professional dsioe stall be smgus d candid Csm®srmm of comuructu si Imds pea than ibe design leads shall e a be applied to traces at any store. No ( cods aua than the set& of the xenon sball be nppltd to tomes omit anc W fasmis -rid beating is TC: 2x 4 SP 02 BC: 2x 6 SP 82 WB: 23c 4 SP @3 2x 4 SP A2 2-13,3-13,4-13 4- 12,5-12,5-11,6-11,7-11 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Ezta 1.0 Bid Type= encl L= 40.0 ft W- 44.0 ft Truaa in INT zone, TCDL= 4.2 paf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-3622/1599,2-3=-2967/1408, 3- 4=-2594/1344,4-5=-2964/1471,5-6=-2594/1344, 6- 7=-2968/1408,7-8=-3622/1599, ROT CHORD 15-14=-1315/3185,14-13=-1315/3179, 13- 12=-1116/2901,12-11=-1116/2901, 11- 10=-1315/3179,10-9=-1315/3185, Webs 14-2=-5/298,2-13=-677/381, 3- 13=-335/1036,13-4=-512/223,4-12=0/174, 12- 5=0/174,5-11=-512/223,11-6=-335/1036, 11- 7=-677/381,7-10=-5/298, 14- 0-0 T 2 6. 00 7- 9-2 0- 4- 3 A 1938# 3.50" R0- 11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Lmaronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050068 367 MedaMon PL thuluota, FL 32746 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/ 2 4-13,5-11 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(a) shown OR a T-brace, nailed flat to edge of web with 3"x 0.1201' nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14'-0" TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3622 0.71 A 15-14 3185 0.62 2- 3 -2961 0.60 A 14-13 3179 0.54 3- 4 -2594 0.42 A 13-12 2901 0.53 4- 5 -2964 0.37 A 12-11 2901 0.53 5- 6 -2594 0.42 A 11-10 3179 0.54 6- 7 -2968 0.60 A 10-.9 3185 0.62 7- 8 -3622 0.71 A 16- 0- 0 3 4 5 6 4x6 3x4 3x4 4x6 5x1U ""' BXIU 44- 0-0 44- 6-0 LING: ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO rING CONTRACTOR. BRACING WARNING: shmsn on this draining is od amnm bracing. aid bmnag, pawl brietng or amilar bracing ahich is a Pon of In, den go and which moat be considered b) the WiId- designer. Bracing shorn is for laical support of unm a onq to reduce buckling Icogh Praisima intent be made to aneha lateral bracing in cods and specified s determined by the bmWma designer. Additional bracing of the cieuill sutctiue ma) be agmrei (Sce HEB-91 For spmfic tress bracing requirements. contact building desg aer.(fmss Plate hasutu c. TPI is located at 31I w Dine, htadimrl Wumnsin 5)719) m Engimenng by: Truss FAgineenag Co. P A. 318 Smdade Rd, E&=,% NC 27932 joint Locations 1) 0- 0- 0 6) 30- 0- 0 11) 30- 0- 0 2) 7- 5- 4 7) 36- 6-12 12) 22- 0- 0 3) 14- 0- 0 8) 44- 0- 0 13) 14- 0- 0 4) 19- 4- 0 9) 44- 0- 0 14) 7- 5- 4 5) 24- 8- 0 10) 36- 6-12 15) 0- 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): 1, 8 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Boriz Uplift Y Type 0- 1-12 1 1938 0 -952 B Pin 43- 10- 4 1 1938 0 -952 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 14- 2 298 0.10 C 12- 5 174 0.03 2- 13 -677 0.64 C 5-11 -512 0.37 3- 13 1036 0.26 C 11- 6 1036 0.26 13- 4 -512 0.37 C 11- 7 -677 0.64 4- 12 174 0.03 C 7-10 298 0.10 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.25/999-0.49/999 5-4 HOriz. 0.08 0.16 NA Max DL Deflection L/999 = -0.24 Long term deflection factor = 1.50 14- 0-0 7 8 6. 00 A 1938# 3.50" 0 Scale = 0.1442 Eng Job: WO: WINA4 Dwg: TI: H4A Dsgnr: TLY Chk: 7/20/2006 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 mnmaT. A'a n r A 7 Ai-rnaii Desitm: Matrix Analvais Profile Path: C: A 4\H4A-orx l Job: WINCHESTER A 4 Customer:100 UPLIFT D.L. WO:WINA4 TI:H5 Qty:l DESIGN INFORMATION This dingo is for an imnidual building end has been bad on inlonnatuen pronidd q the dine. The dcagna l iWaim any respms,Talip far damages m a result of faotp or iornnm raformmna specims o a andfur design Iltr..bed in we tram dmgn b) the drat and the oon¢tam a oar••uracyofthiseaanas it nu) rehue to a spcctfe Telco and rupts an responsibility in exercises no amml with regard to fabrication. handling. shtprncn and installation of miss' This truss has been designed as an i d-dtd building cmnpw¢m in accordance uiih ANSMI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Design. When ors ,cal for app mal b) the budding desiper. the design Imdinp shoun "'a be checked to be sore that the data sboan are in agrc at d arm thelabuildingcodes. local dic m¢on . for trim or soot, loads. project spes;fsosioos or special applied loads Unless sbmrnx tress has no bens discoed fw am or ooapirl• loads. The design assumes rzmpressim chords (top or ban=) are artuum, broad by shaming unm aherriim spmfed Whom bortam chords to maam are no fdq brand wrnlq b) Issev=4applied algid - tin& me)' :trues be braced in uaairmrm spacing of HY- 00 o c Connector plain shall be n,.fMnined from 20 gauge ha dipped gv„niad am rmeung ASIM A 653. Grade 40. unless utheiutse should FABRICATION NOTES Prim in fabruantim the hbri-car shall mnxw this droning m serf) thin this diming u in emformarne with me Obriaters plans and in realtrc a continuing responnT,lrty for inch S=TL Ay c uncgodn ate to be pa in urnGng before sat og or Lair aion. Plates shall not be installed my koamda, kn ar or damned gain. Members mall be as for tight Stang wood to wood bearing. Connector Nines shalt be maned m bah ens of the tram wrib mils may tmhcdded .m "I be )m about the pia un othemm shoos. A 5x4 plane a V wide x 4• lm} A 64 plate is 6' wide x k' long. Shan (bob) run parallel to the plate WAh spmfled. Double cans on rich run®bers shall am at the aneroid of the webs uvlm atetwtse :roan Coulnector plate size are wwmum s res bawd on the forces Own and rar3 need to be increased for cenarn handling and/or oration amssct This tram is na to he fabnamd mub rim retardant treated lumbar unless othernise shown For additional mfermnl0n on Quaht) Control rdm to ANSIMPI 1.1995 PRECAUTIONARY NOTES Ali bracing and amtoo recommendations am to be folbad in a000rdat with mTad inmtary publications. Trusses ate to be handled aim particular tam during mndrng and brmmiag. d lfi%=) am erst,"', to neid damage Temporty and pamnmt b(aang for holding tames In aringhs and plumb posit= and for resiamg lateral forces marl be designed and itmn"d by others. Careful handling is esxntal and erection bmmn a alwa) a required Normal precan ioroul action for trusses reclaims such ttanpotar) bracing muting installation Eemeen truss to nand toppling one dmnirotng. The supenisron of amine of alma mall be under the anted of persons erpalacd ui the installation of alms Professional adtice mall be aagW of nmdcd Conamteion of aaantanon lads grata than the design IOW shall not be appfrd to tames at any time. No Ionds caber than the waghi of the crasors mall he applied to trouts and after all fasteinj and bracang is TC: 2x 4 SP f2 BC: 2x 6 SP i2 WB: 2x 4 SP A2 2x 4 SP 93 3-12,6-10 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 paf Impact Resistant Covering and/ or Glazing Req FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 3511/1639,2-3=-3210/1471, 3-4=-2825/1395, 4-5=-3459/1630,5-6=-2825/1395, 6-7=-3210/1471, 7-8=-3511/1639, HOT CHORD 13-12=- 1364/3104,12-11=-1319/3362, 11-10=-1319/3362, 10-9=-1364/3104, Webs 2-12 329/ 336,3-12=-364/1141, 12-4 127/336, 4-11=0/196,11-5=0/196, 5-10=-727/336, 10-6 364/1147,10-7=-329/336, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.29/ 999-0.56/926 5-4 Horiz. 0.09 0. 18 NA Max DL Deflection L/ 999 = -0.28 Long term deflection factor = 1.50 6-9-2 0- 4-3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 4-12, 5-10 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web( s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o. c. T-brace must extend at least 90• of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 14r-011 TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -3511 0. 69 A 13-12 3104 0.82 2- 3 -3210 0. 51 A 12-11 3362 0.85 3- 4 -2825 0. 45 A 11-10 3362 0.85 4- 5 -3459 0. 49 A 10- 9 3104 0.82 5- 6 -2825 0. 45 A 6- 7 -3210 0. 51 A 7- 8 -3511 0. 69 A Joint Locations 1) 0- 0- 0 6) 32- 0- 0 11) 22- 0- 0 2) 6- 5- 4 7) 37- 6-12 12) 12- 0- 0 3) 12- 0- 0 8) 44- 0- 0 13) 0- 0- 0 4) 18- 8- 0 9) 44- 0- 0 5) 25- 4- 0 10) 32- 0- 0 In -Plant Quality Assurance with Ccp 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 1,8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 1938 0 -961 B Pin 43-10- 4 1 1938 0 -961 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 2-12 336 0. 23 C 11- 5 196 0.04 3-12 1147 0. 37 C 5-10 -127 0.54 12- 4 -727 0. 54 C 10- 6 1147 0.37 4-11 196 0. 04 C 10- 7 336 0.23 12-0 0 20- 0- 0 12- 0-0 1 2 3 4 5 6 7 8 6.00 A X 8x10 8x10 8x10 6. 00 A A 1938P 3. 50" 1938# 3.50" 44-0-0 3 2 1 0 1,,0-A 44- - 0 t. RO-11-11) EXCEPT AS SHOWN PLATES ARE 14iTek MT20 LMaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: nmdm dsdrwingismaadonbncang.wimbncing•panalbraogor al. bracing wh¢haapart of the building design autich mumbeconsideredb) the building designer Brining shown is for lateral suppon of um manbaf aid) in reduce budluug knob Prmssions corm be made to aadnor lateral berms in ands and spm7led Irnsmm deterna-Mb)the building "grant Additional bracing of the merall mnnum ma) be requird(Sce HIB-91 of TPI) For specific arm braang regmtecteds, contact molding designer (Truss Pule troah a TPI a load in sal VOW -De. MMWismaun 53719) ma Compoocon F..Tcrin: q-Tnm EnginmtngCo. P. A. gigocadd PAEdmim NC27912 Eng Job: Dwg: D9 r)TIY C k: WO: WINA4 TI: H5 20,2006 TC Live 16.0 psf TC Dead 7 . 0 psf p BC Live 10.0 psf BC Dead10. 0 psf I TOTAL 43. 0 psf Lbr DF: 1. 25 Pl t DF : 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA v4 . 7 . 32-60312 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0005006/3 367 Med2Mon FL CMshsota, FL 327GG Desian: Matrix Analvais Profile Path: C:\TEE-LOR\ Work\Jobe\WINA4\WINCRESTER A 4\H5.nrx e = 0.1442 I I I Job: WINCHESTER A 4 Customer:10# UPLIFT D.L. WO:WINA4 TI:H6 Qty:l I DESIGN INFORMATION This design is for an Idh unal building cwopooml and has been based on information prinided b) the dient. The designer disclaims era) respooabbq for damaagcs as result of fault) or incorrect information. spear- ad/or designs hounded to the truss dcsip m b) the dim and the mmctoess or accuracy of this information as it ma) relate to a specific pmjm and aazpts o0 respo¢vbilit) or esesdsa no amid with regard to WAiatwo. handWt shipment and installation or truss This truss has been designed n an irdnidual buildnag oomponm in a,,daaa with ANSVIPI I.1995 and NDS•97 to be inmrpmated as pan of the building design b) a Rua Win- Designer. Wben micnd for appronal b) the building design. the design loadrup shone map be rhrkd to be sure that the data dawn are in apctmm uh ibe loci buildmt codes. local diwlic rands nor utnd or moo loads, project spoeir-acts or spool applied Iomls odes sbonn trues has not been dmpad for smrap: or omgnay Iuads The dripn amim oonnpr®m chords (top or broom) ere amimcush braced b,sheathing mlessabamse spelled Where basin dares u t tnisioo art era full) bramd lateralq b) a prop. it aW d rigid =lin& the) should be broad Ion maumum spacing of 10-0' o c. Conmuor pkues shall be nocincrulnetared from 20 pup but dipped pihamznd steel mating ASTM A 653. Grade 40. oaks ctherssrae shwa FABRICATION NOTES Prior to fabrccatioo [be fabricator shall minis this drawing to sail) that this lowing is in mdorrnance with the fabrionn s plan and to tealice o continuing esponub iq for such stnfunat Asp duserepancics are in be pm in oeting before mung or fabrication Plaies shop not be installed one, kmtMles, knots or distorted grain Menbers shall be rut for tigW filling wood to wood bearing. Connatm plain shall be located on bah film of the truss urth awls hrlh imbedded ad shall be s)m about Iheprm unless olhemix shosse. A 5<4 plate is 5' nrde < 4- long. A 6d plate a 6- wide < g' long. Skits (hole) nun pool', in the plate length specified Double tuts m web members shall rum at the eemroid of the wins unless abousse show. Comraor )slate dui ire -- size baxd m the form shore and ism) need a be inereased for mmtn Muddling mNa erenm a,esa This tiem is to to be faWicaied with foe reta il= tied mhem. unlessotheraise i is ae Foraddnioml informal= oo Quality Coca rulers ANSVIPI 1.1995 PRECAUTIONARY NOTES An bracing sad erenioo r®amen6stiom are to be followed in a® rdana with accepted indictor) µbhcaucaus. Train and hmdhn& delnu) and are a behandlewithparticularsnt-11- a mono d bunig, T®Dora) m pemu®1 tracing fist balding tress in a onighs and phemb pmlm and for resisting laenl form shall be dmgmd and inualkd b) others. Carehd handling is essential and ertctaoo bracing a nN2)3 required Named precautionary Kim for transact requires mch ¢mpmar) Waning dunng instalLsom baleen trusses to wad toppling and dominout& The supmrtum of taectiun of tnussica shall be order the control of pmmces ecp-cid in the irranllal„w, of trllsoes. professional sedum Shall be bought if needed Cmaentrut of construction lands; w greater an riotthe design loadsshallbeappliedto truss at am Lime No heads other than the ucighi of the ereerors shall be applied to u- ses until aBer all faumng and bracing is TC: 2x 4 SP @2 MULTIPLE LOADCASES -- This design is the BC: _ 2x 6 SP N2 composite result of multiple loadcaaea. WB: '2x 4 SP t3 User defined loadcases have been considered 2x 4 SP # 2 4-13,4-12,6-12 in this design. 6-11 In - Plant Quality Assurance with Cq= 1 A11 COMPRESSION Chords are assumed to be In -Plant Quality Assurance, per continuously braced unless noted otherwise. sec. 3.2.4 of TPI-1-02, for joint(s): WndLod per ASCE 7-02, CiC, V= 125mph, 1,9 H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 FORCES (lb) - Max Compression/Max Tension Bld Type= encl L= 40.0 ft W= 44.0 ft Trues TOP CHORD 1-2=-3564/1660,2-3=-3295/1500, in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3-4=-2907/1414,4-5=-3828/1759,5-6=-3828/1759, Impact Resistant Covering and/or Glazing Req 6-7=-2907/1414,7-8=-3295/1500,8-9 3564/1660, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr BOT CHORD 14-13=-1389/3153,13-12=-1385/3496, 2-13 322 0.20 C 12- 6 469 0.10 C 12-11=-1385/3496,11-10=-1389/3153, 3-13 1220 0.39 C 6-11 -839 0.82 C Webs 2-13=-293/322,3-13=-410/1220, 13- 4 -838 0.82 C 11- 7 1220 0.39 C 13-4=-838/393,4-12=-99/469,12-5=-244/183, 4-12 469 0.10 C 11- 8 322 0.20 C 12-6=-99/469,6-11=-839/393,11-7=-410/1220, 12- 5 -244 0.15 C 11-8=-293/322, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(a). I.Span-0. 32/999-0.63/822 11-12 Horiz. 0.09 0.18 NA Max DL Deflection L/999 = -0.31 Long term deflection factor = 1.50 6-3-2 0- 4- 3 joint Locations 1) 0- 0- 0 6) 27- 6- 0 11) 33- 0- 0 2) 5-11- 4 7) 33- 0- 0 12) 22- 0- 0 3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0 4) 16- 6- 0 9) 44- 0- 0 14) 0- 0- 0 5) 22- 0- 0 10) 44- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loci BSet Vert Horiz Uplift ! Type 0- 1-12 1 1938 0 -966 B Pin 43-10- 4 1 1938 0 -966 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3564 0.55 A 14-13 3153 0.78 2- 3 -3295 0.48 A 13-12 3496 0.82 3- 4 -2907 0.39 A 12-11 3496 0.82 4- 5 -3828 0.44 A 11-10 3153 0.78 5- 6 -3828 0.44 A 6- 7 -2907 0.39 A 7- B -3295 0.48 A 8- 9 -3564 0.55 A 11-0-0 22-0-0 11-0-0 1 2 3 4 5 6 7 8 9 6.00 1938N 3.50" M 81I0 81I0 81I0 6.00 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAPING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING PARKING: Dwg' La ro ndaSystemsBracingshoreonthusdrautngislaerectionbractopuidbr ..& pond bracing in smear bracing ohich a pan of Ds r : TLY Chk the bolding designandwhmhomubeconsideredbsthebuildingdesignerBracingshoneisforlateralsupporsofIncamenbersotqto red: buckling length Prosisiam rum be umde to aochm lateral bracing at ends and specifrd locations dcterrin b) the Wilding designer Additional bracing of the ostrall strlrnire au) be required (Sat HIB-91 TC Live 16.0 psf of TPI)For spedfa outs bracing requirements. contact bolding dmgoerfrins Plate lmur= TPI a loam as 333 TC Dead 7.0 psf 4005 MARONDA WAYD•Ooofno finis. Madison. Wisconsin 53719) p Sanford, FL. 32771 Cmipmem Enginetringby Truss Enpotaiag Co.. P.A. gill Gw„vk,An Rd. Fit -NC 27932 BC Live 10.0 psf 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE a005006e BC Dead 10.0 psf 367 MedaMcin FL Chuhiotn, FL 22766 TOTAL 43.0 Psf 1 5-10- 3 0-4-3 19389 3.50" 1 1 Rat- 1 11 § cale = 0.1442 WO: WINA4 TI: H6 7/ 20/2006 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:\THE-LOX\Work\Jobe\WINA4\WINCHESTER A 4\H6.prx r 1 IJob: WINCHESTER A 4 Customer:108 UPLIFT D.L. WO:WINA4 TI:H7 Qty:l DESIGN INFORMATION This design a for an iadnidal building competition and has been bad m informtim prenidrd q the drent. The designer dn:laims any responsibility for damages a result of faulty in incorrect information, specr lwro and/or destpu Ihsnished to the trust designer b) the dim and the correctness or occmacy of this information as it may relate to a specmfk projm and accepts no responsibility or nerds no control %uh regard to fabrication. hand' AS. sWpment and insullatioo of tomes, This trim has been designed as an indn' did building mmpoocm in a¢ari•- with ANS VTPI I-1995 and NDS-97 to be incorporated as pan of the bolding design by a Building Designer. Wbm mimed for approal by the btuldmng dmgner. the design loadings shove muse be ch'A b be sum than thedais shmsn areto agreemem mth the loco] bolding coda, local climatic records fin nand or snow loads, project specif ct uoas or specul applied Imds Unless sherun tram has not ban designed Far storage or omryanq loads The design assumes companion chords bop m bottom) me cmtimady bond by shathing unlm etbenrise speafied Where berinrn chords intension are nor fully binned Immll) q a properly &Wd rigid ailing the) A-1 be broad in msci®m spacing of l(r-0' o c. Comma plate shall be manufactured from 20 Page hot dipped gahmvi-d steel meeues ASTM A 653. Grade 40. anlm otlimix shown. FABRICATION NOTES Pam to fabriatim de fahriatm shah miens this dming to sent) that this dining is to confornnaace nigh the fabrnotoh plans and to rah- a commung rest,ormWh9 far Rich taLLlatm. AM dnmepooes are an be put in %Hung before coring or fabrication Planes shall am be installed mar knothoics. knots a dWorud pun Members iball be m foa hgla Ming wood to uood hena& Connector planes sbull be bored on bah Ihecs of the trust ntth muh full) imbedded and stall W qm. abm de joint unless otheruue shone. A 5U plane is 5- unk s N' long_ A 6s2 plate is 6' auk s 9' long. Slots (hole) run ponlld to the plate length specified Double cuts on web members shall and at de mamid of the orbs unless otbou rse shone. Conream plate si- are mua - sirs band m the firm Wise and ma) aced to be finer ased fin certain handling and/or ermmon stresses. This aim ism lobe fnWiad with sue rnardam hood lumber -, otbm% ise shown Fa additional inforaatim oo Qdn) Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bnaang and crotro recommendations are to be fdbued in accordance with accepted Lnndtmr) pumhaumn. Trusses art to be handled %nth pamadar are doing bindusg and bsndliog, ddn-y am iastallm® to void damage. Tempotaty and psaum oe bracingfin InWmg undo s in straight and pluvrD om pm andfor sssiaing larval force shall be despot and installed by ahem CamM handling is ezxn al and arum bracing is aloha required Normal pssmaiumry aeu a n fin truster require Rich temponn Ong dunng ussuBauan ben® uusse to nod toppling and dmmssoiog. The superosimm of erauon of tome shall be under the control of person; cgxncKN in the rnsinamron of trusses Professional ad%= shall be sought d oaded Conecrundm of construction bads greuer than the dap ho ds shall on' be applied to tame at Gam No Inds odor than the atigbi of the ermors shall be applied to truss road after all fasttauy and bradag a TC: 2x 4 SP 02 BC: 2x 6 SP 02 WB: 2x 4 SP 83 2x 4 SP 82 3-14,4-13,6-13 7-12 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 23. 0 ft, I= 1.00, Exp.Cat. B, ICzt= 1.0 Bld Type= encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 3648 0.43 A 16-15 3235 0.63 2- 3 - 3431 0.41 A 15-14 3016 0.56 3- 4 - 4205 0.52 A 14-13 4239 0.65 4- 5 - 4639 0.55 A 13-12 4239 0.65 5- 6 - 4639 0.55 A 12-11 3016 0.56 6- 7 - 4205 0.52 A 11-10 3235 0.63 7- 8 - 3431 0.41 A 8- 9 - 3648 0.43 A 900T- q 2 3 6.00 Sx8 5- 3- 2 0-4- 3 4x6 MULTIPLE LOADCASES -- This, design is the composite result of multiple loadcases. User defined loadcaties have been considered in -this design. In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s): 1,9 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-3648/1705,2-3=-3431/1564, 3-4=- 4205/1908,4-5=-4639/2058,5-6=-4639/2058, 6-7=- 4205/1908,1-8=-3431/1564,8-9=-3648/1705, HOT CHORD 16-15=-1440/3235,15-14=-1189/3016, 14-13=- 1663/4239,13-12=-1663/4239, 12-11=- 1189/3016,11-10=-1440/3235, Webs 2- 15=-246/291,15-3=-134/470, 3-14=- 552/1438,14-4=-576/333,4-13=-159/489, 13-5=- 291/210,13-6=-159/489,6-12=-576/333, 12-7=- 552/1438,7-11=-134/470,11-8=-246/291, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.42/999-0.83/627 6-5 Horiz. 0. 10 0.20 NA Max DL Deflection L/999 = -0.41 Long term deflection factor = 1.50 If 26- 0- 0 4 5 6 Taint Locations 1) 0- 0- 0 7) 35- 0- 0 13) 22- 0- 0 2) 4- 11- 4 8) 39- 0-12 14) IS- 6- 0 3) 9- 0- 0 9) 44- 0- 0 15) 9- 0- 0 4) 15- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 35- 0- 0 6) 28- 6- 0 12) 28- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift S Type 0- 1- 12 1 1938 0 -976 B Pin 43-10- 4 1 1938 0 -976 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. .,FORCE..CSI. 2-15 291 0.11 C 13- 6 489 0.16 15- 3 470 0.15 C 6-12 -576 0.24 3-14 1438 0.53 C 12- 7 1438 0.53 14- 4 - 576 0.24 C 7-11 470 0.15 4-13 489 0.16 C 11- 8 291 0.11 13- 5 - 291 0.12 C 9-0- 0 7 8 9 6.00 3x4 6x8 3x4 5x8 i 8x10 4x6 - 8x10 4x6 T 4- 10- 3 0- 4- 3 A A 1938H 3. 50" 1938N 3.50" IF 44- 0- 0 16 5 4 3 2 l 0 1 44- - 0 R -11- 11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 1 Scale = 0.1442 WARNING: Eng Job: WO: WINA4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 1111, BRACING WARNING: Dwg: TI: H7 L oronda Systems Brnangdeterminedoeondisdmutgisnot ermionbracing. uwdbracing. parts] bracing oraorlarbracingnhichisapmW D9 r:TLY Chk' 7/20/2006 the boildmng design and %hich tins be conuderod b) the burldung fin designer. Bracing sboae is laeratlsupponoftruss Members,Members,reducecob to reduce budding lcopb Prmisioiminabemadbmmreclateralbracingatendsandspecifiedlocationslklocationsdeterminedb) the building designer. Additionalbracingof the menu structure, ma) be re quire& (Ss, HIB-91 TC Live 16.0 per f Lbr DF : 1.25 of TPI) For specific vuss bro ang regwrcacmm contact building desiper.(Trtm Plate Insure TPI u load an SU TC Dead 7.0 0 sf Pl t DF : 1.25 4005MARONDA WAY D'Onofrio Drise. Madison. Wesoons n 53719) p Sanford, FL.. 32771 Component Enpnecdogb): Term an Eagnng Co. P.A.. gig Soudside Rd. EdmoqNC 279)2 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 OWSM66 BC Dead 10.0 psf Code: FLA 267 MedmM*n FL Ctaduota, FL 22760 TOTAL 43. 0 psf v4 . 7 . 32-60314 Design: Matrix Analvais Profile Path: C:\TEE-LOX\ Work\Jobe\WINA4\WINCRESTER A 4\H7.orx I I I Job: WINCHESTER A 4 Customer:10# UPLIFT D.L. WO:WINA4 TI:HGRD1 Qty:2 DESIGN INFORMATION Thu design is fa an utdhidual Golding mmporcm and bon been Gard on information pre idal b) the diem The design dsv3aims "responsibility fa damages n a rmll of 6ulq a hmorrm infawtion, specificin and/or designs furnished to We ter= design b) the diem and the wrtmrras or wairacy of this tnfomctioo a n ma) .:late in specific project am accept an respmstbtLq in e<crr,a+ an control with regard to Fab icama. harming. shipmem and installation of tnssa This in= has beta designed as an indniduat bailding mt>pmem in aomrdassoe with ANSUIPI 1-1995 and NDS-97 to be incorporated as pan of lh['building design b) Bmmtng Design. when miend for approval by the bmWm- designer. the design Imdrnp shown trim be che3d to be tint that the dam shown are in ap®em wnh the local Golding codes, local climatic records for wwd a moo Inds. peojcn specifications a special applied lads. Unless shorn Ise= bas nor been designed fa storage in m eti arr) leads The design assumes mnpmiM chords (top in baton) one corn nteealy braced b) sheathing uam ahntisc sprnfwd Where bat® Chords in -aw are na fall) broad laterally b) praperh appled rigd minvg, Ihc)should be Goad a1 a ontm spud-- of Iva' ox. Connector plates .ball be oamLxtund Fran 20 gai but drppod gah2a=d tied mtwm ASTM A 653. Grade 40. u-ku othmnise shown FABRICATION NOTES Prior in fabrsaii a. the abricalor Wall msew this donning to sertly that thu drawing is to smftrmaa¢ with the hbricamra plain and to real= co^'I.sg respontaGluy fa inch sasllann. An) discrepancies are to be pm in unung before cidting or AA :!t:_ Plater dull not be iosulled my knotholes, knots or distorted grata Members shall be a fa tight Prong nand to rood bearing, Conanor plate shall be Located an both faces of the ter= pith mils fully imbrdded and shall be s)m shod Lhe)otm onlev aberoue sbon. A 5s4 pLue is 5' wide x V Img. A 64 plate a 6' aide .x g' long. Slots (boks) tun parWel to the plate length spealled Dotble ens on neb mcolam shah mat at the rentroid of Lhe webs unlm abmnise shon.. Connor plate sizes are roemrmw sins band an the forces sbouii and ma)mad to be incised fa cidum handling anNor amino urem This troy is am to be Obri-m aith fire raartvd treated hrnmI odm otber%i s shoo.. For addet coal nnflamotim an Qealnty Control nder to ANSVfPI 1. 1995 PRECAUTIONARY NOTES AB bracing and crmion rewnmmdaliom are to be foil d in aaardaae w,m.axpted smizuy pblrcatim, Tnssso tie to be handled nab particular care during handing am bundling. (emery and i, re.n rm,, to mead d-, . Temporary and permanent bracing lot holding mass in a straight and phtmb position and for resnaing lateral forces shall be designed and installed b5 others. Canted handling u menial and anion bracing a aNa)s repnind. Normal ptesammu) Kum for tn=es rapures sack tanpau)' brocing &Ling installation banmt tnuses to mead toppling and damming, The wpcns of cmron of mono stall be under the control of persons expersemad in the hnaallauo- of rnma Ihof ssioml athe shall be saughl if - ion Cmttmrmm of exmasnaioo Inds grater than We design Inds shall era be applied to mtssa at any Its No lams other than the naghu of the anion stall be applied to maws =1 alter all fmuaing and bracing is mapIcLad TC: 2x 4 SP #2 2x 6 SP N2 3- 5,5- 7 BC: 2x 6 SP 62 2x 6 SP #1 D 12-14 Wes: 2x 4 SP Q3 2x 4 SP A2 3-14,4-13,6-13 7- 12 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. 2- PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -8286 0.29 C 16-15 7356 0.59 2- 3 -8212 0.29 C 15-14 7342 0.67 3- 4 -12117 0.49 C 14-13 12281 0.77 4- 5 -13748 0.51 C 13-12 12281 0.77 5- 6 -13748 0.51 C 12-11 7343 0.67 6- 7 -12118 0.49 C 11-10 7357 0.59 7- 8 -8212 0.29 C 8- 9 -8286 0.29 C 2 PLYS REQUIRED Lineal Footage = 144.5 MULTIPLE LOADCASES -- This design is the Joint Locations composite result of multiple loadcases. 1) 0- 0- 0 7) 37- 0- 0 13) 22- 0- 0 This 2-PLY Hip Master designed to carry 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0 7' 0" open jacks (no webs) across center 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 and Hip Jack Truss framed to EC 4) 14- 6- 0 10) 44- 0- 0 16) 0- 0- 0 WndLod per ASCE 7-02, CLC, V= 125mph, 5) 22- 0- 0 11) 37- 0- 0 H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 6) 29- 6- 0 12) 29- 6- 0 Bld Type= encl L= 54.0 ft W= 44.0 ft Truss TOTAL DESIGN LOADS ------------ in INT zone, TCDL= 4.2 paf, BCDL= 6.0 psf Uniform PLF From PLF To Impact Resistant Covering and/or Glazing Req TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 Supported span based on int. wind zone. TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 In - Plant Quality Assurance with Cq= 1 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 In - Plant Quality Assurance, per BC Vert L+D -40 0- 0- 0 -40 7- 0- 0 sec. 3.2.4 of TPI-1-02, for joint(.): BC Vert L+D -87 7- 0- 0 -87 37- 0- 0 1, 9,13 BC Vert L+D -40 37- 0- 0 -40 44- 0- 0 MAR. REACTIONS PER BEARING LOCATION----- Concentrated LBS Location X- Loc BSet Vert Horix Uplift Y Type BC Vert L+D -559 7- 0- 0 0- 1-12 1 4016 0 -1364 B Pin BC Vert L+D -559 37- 0- 0 43- 10- 4 1 4016 0 -1364 B H Roll FORCES (lb) - Max Compression/Max Tension PROVIDE UPLIFT CONNECTION PER SCHEDULE TOP CHORD 1-2=-8286/2791,2-3=-8212/2595, WEB. .. FORCE..CSI. Cie .WEB. ..FORCE..CSI. Cr 3-4=-12117/3887,4-5=-13748/4429, 2- 15 192 0.03 C 13- 6 1616 0.15 C 5-6=-13748/4429,6-7=-12118/3887, 15- 3 1036 0.17 C 6-12 -1459 0.12 C 7-8=-8212/2595,8-9=-8286/2791, 3- 14 5225 0.48 C 12- 7 5225 0.48 CBOT CHORD 16-15=-2448/7356,15-14=-2286/7342, 14- 4 -1459 0.12 C 11- 7 1036 0.17 C 14-13=-3974/12281,13-12=-3974/12281, 4- 13 1616 0.15 C 11- 8 192 0.03 C 12-11=-2286/7343,11-10=-2448/7357, 13- 5 -705 0.07 C . Webs 2-15=-18/192,15-3=-64/1036, GLOBAL MAX DEFLECTIONS--------- 3-14=-1752/5225,14-4=-1459/771, LL TL 4-13=-502/1616,13-5=-705/478,13-6=-502/1616, in./ Ratio in./Ratio Jnt(s). 6-12=-1459/771,12-7=-1752/5225,11-7=-64/1036, I. Span-0.57/917-1.12/464 5 11-8=-18/192, Horiz. 0.12 0.23 NA Max DL Deflection L/939 = -0.55 Long term deflection factor = 1.50 7- 0- 0 I 30- - 0 7- 0-0 1 2 3 4- - 1 6 7 8 9 6. 00 6x12 4- 3-2 0-4-3 4x6 4016H 3.50" 6. 00 4x6 8x10 4x6 6x12 8x10 4x6 8x10 4x6 44- 0-0 1 - - - 44-6-0 R - 11-11) 559.8N 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: LarondaSystemsBntern-daoaom Wsduw n-sav ermwo bnang xnm brmin ponal Ganngacmlubads-much sec pm of the buiWnna design andwhich corm be oo-Wrd b) Lbc budding designer. Bann- sboun is for lateral suppon of tines memhers onq m G redrr¢ rkhnglength Prmisums mum be rnsAnc e to ahmLateralbracingat cods and specs loatims determined b) thehnldhng design. Additional bracing of the merall stnrnue ma)• be repined (Sec HIB-91 of 4005 MARONDA WAY DOWm orihc. MMmdnwa Wixatan. 53ng i19tj4 qua bmwngdesigner friarPlaceiavtmrTPIaloestm ,t u) Sanford, FL. 32771 Component Enpaming by. Tross EngWacring Co. P A.. g 19 Soundade Pal Edmain NC 27932 407) 321-OD64 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE 4WWSM68 367 Mcdsmon FL Chu)uota, FL 32766 D 559.811 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 T 0- 4- 3 3-10- 3 pq 4016# 3.50" Scale = 0. 1442 TI: HGRD1 7/ 20/2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.32-60315 Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobs\WINA4\WINCHESTER A 4\HGRDI.prx I I. I Job: WINCHESTER A 4 Customer:109 UPLIFT D.L. WO:WINA4 TI:HS1 Qty:l I DESIGN INFORMATION This dcsip is for an rndnidual building ovupon ant and has etas based on i fmmaron pm'rded by the dim. Tit tlmper duclaina any rtwousibility for damaps n n nsdt of (awry a ino. rnflonnum sped tans ard/m dmgm Pornsbod to the trim dmpa b) the dim and tit mrtaa or amawy of this information n it may ithat to a spwifc project and aaspts on raponahthq or etactse on control uath regard to f,+irina.... ham, -a shipment and imW latmn of alma This trim ten bout designed as an rrdniffial building IOo[en in ` aril, r* wrth ANSVTPI 1-1995 and NDS-97 to be tnmrporood as part of the building design bl a Bull" Dmgoa. Wbm massed for apprasl by the bdldmg ck-d . the dmp Irodiop shown mro4 be drtird to be ante Was tit dam sboun or in tpemm unit tit tool building codm lool dimmrt roads for wind a soon loads, preim spedfrotioas or special eppl loods. Unlm shmo, u® has tins been tledpd fm atrap or om400cy loads The deep assume onitatnioo chords (top a bosom) are eominuoudy bread b)tdtoiM. onless oLb--vouffed What batmen chords in tension art no fully bread 1-ralli b) a properly apylsad npd aetha& tht3 should be daerd in' marirmrut spodas of 104Y ox Connector Plates d" be utaonfact-d front 20 gange ha drpped ph-.d stop tomm ASTM A 6-53. Grade 40. ®less abowix shmtn. FABRICATION NOTES Prior to 6bricom the fibncuor shall mica this droning to svif3 that this drawing a in confturmano uvh the fibnatoes plans and to rcilia a tmuming rapaaubtWy for smh setr++tt Any disaepaocfe are to be pas in writing before ailing in Fabrication. Pete shall ill be iaaalled au kmhdes, kona or dmaned pain. Memben shill be an for tight fitting word to umd boring. Conmaor plan shall be bard on bah fats of the tam .,Lb nails fbily mbMded and shag be slut about the pintuWm alimise shown A 5r4 plate is V wide ,a 4' long. A 6d Plate is 6' wide % r long. Slurs (bolo) aim poral m We plate lmph speaBrd Docile ens on ueb inetribm shall nica at the amend of the orbs unlen aherom shown. ComrJor ptae tuna or -- tuna boud on the form sboun ad may ad in be uxrc. xd for ctnaro handling and/or accttion cans. This um a not in be fabricaud unit Tut Food= noted lorubcr unless otherwi: rbosn. Fa eddrdoml information on Qaliq Comm refa in ANSVTPI 1- 1995 PRECAUTIONARY NOTES All btating and caution raamvrodnram or to be fdbued in tiemrdame site auped triduary poblrtanons. Tnmo are to be bandied with pani ubt ore during banding and bumbag, dcthu) and rnaallaim to moid btu g: Temporary and praooem bracing for boldng ut® in a antigh and plumb presume and fa rmarvg Iatcd ferny shall be devpud and insulted by alms Caefw badl,ng is essem - and erram brocag is alutni required. Normal premmiomry action for trouts roquim such temporary lining during insulation bcutm utmee to mvid toppling W domioning. The oq=isim of etimion of tnsssa shall be under the control of pnsom c paic ad to tit t„ e.o.tmn of uusas. Pruf=o al tid%im dall be wgh it nnMM Conommtion of conantiutim load; pe to Was the drop hods shall not be applied to trusses at any tier No loads od" than the sigh of the cream shall be applied to truant uend aBa all fatenitiy and bracing is mmWeted TC: 2x 4 SP A2 BC: 2x 6 SP N2 WE: 2x 4 SP #3 2x 4 SP 82 3-14,4-14,4-13 5- 13,5-12,6-12,7-12,7-11 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Ezt= 1.0 Bld Type= encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 paf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-7038/2960,2-3=-4048/1770, 3- 4=-2974/1441,4-5=-2434/1315,5-6=-2331/1265, 6- 7=-2653/1326,7-8=-3436/1540,8-9=-3609/1571, HOT CHORD 17-16=-2631/6450,16-15=-2392/5841, 15- 14=-1391/3566,14-13=-994/2722, 13- 12--900/2436,12-11=-1097/2763, 11- 10=-1300/3186, Webs 16-2=-631/1701,2-15=-2308/1018, 15- 3=-177/774,3-14=-1154/530,4-14 507/1459, 4- 13=-427/149,13-5=-81/135,5-12=-193/100, 12- 6=-312/912,12-7=-634/363,7-11=-160/618, 11- 8=-248/206, 9- 3-2 0- 4-3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcasea have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/ 2 2-15,3-14,4-13,5-13,5-12, 7- 12 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.1201, nails spaced 8" o.c. T-brace must extend at least 90% of web length and be name size, species, and grade as web. 2x6 T-Brace required on any web over 14•-011 TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -7038 0.68 A 17-16 6450 0.90 2- 3 -4048 0.95 A 16-15 5841 0.93 3- 4 -2974 0.57 A 15-14 3566 0.57 4- 5 _ -2434 0.38 A 14-13 2722 0.40 5- 6 -2331 0.39 A 13-12 2436 0.45 6- 7 -2653 0.44 A 12-11 2763 0.55 7- 8 -3436 0.47 A 11-10 3186 0.64 8- 9 -3609 0.55 A joint Locations 1) 0- 0- 0 7) 32- 4- 8 13) 21- 2- 6 2) 4- 3- 8 8) 37- 9- 1 14) 17- 2- 6 3) 10- 7-12 9) 44- 0- 0 15) 10- 7-12 4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8 5) 21- 2- 6 11) 35- 0-12 17) 0- 0- 0 6) 27- 0- 0 12) 27- 0- 0 In - Plant Quality Assurance with Cep 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 2, 9,15 MAE. REACTIONS PER BEARING LOCATION----- E- Loc BSet Vert Horiz Uplift S Type 0- 1-12 1 1938 2 -935 B Pin 43- 10- 4 1 1938 0 -937 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 16- 2 1701 0.55 C 13- 5 135 0.09 2- 15 -2308 0.68 C 5-12 -193 0.19 15- 3 774 0.25 C 12- 6 912 0.36 3- 14 -1154 0.69 C 12- 7 -634 0.43 4- 14 1459 0.43 C 7-11 618 0.11 4- 13 -427 0.30 C 11- 8 -248 0.09 GLOBAL FIVE DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.43/999-0.84/617 3-2 Horiz. 0.20 0.40 NA Max DL Deflection L/999 = -0.42 Long term deflection factor = 1.50 17- 0-0 10-0-0 17-0-0 1 2 3 4 5 6 7 8 9 6. 00 6.00 1- 0-_ s0 OUI- b U0 .... .. 8- 10-3 0- 4-3 0- 3-8 1938N 3.10" 1938# 3.50" 4- 3-8 12-10-14 4- 0- 0 22- 9-10 7 16 15 14 413 3T2iC 1 - R- 11- l1) EXCEPT AS SfIOWN PLATES ARE MiTek MT20 Scale = 0.1409 WARNING: Eng Job: WO: 11) REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: HS1 Maenads Systems Broengsbostsonthisdnwingisoamtin erbracng.windbaaportal Ds :TLY Cr2k: 7/20/2006 the building deep and shmum be tnnvdaed b) the dom building daigBradng sbofor mu unislocal su, of t gnu mtmbasad) to rachat dskhng koph Prmirui ni mum be made to author local btaong in ends and specified loaunns mermiutitd b) the bmlmng doogna. Adthboml bracing of the menu unviure map be required (Sir HIB-91 TC Live 16.0 psf Lbr DF : 1.25 ofTPl)For spmfie L= busting rammed ass. eomaa building doagna(Truss Plate Institute. TPI a loatad atS23 TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY D'Oonfnu Dme. Madison. Wemnsin 53719) Sanford, FL. 32771 ComponmF gloc,,byTmssF, ipocrin,Co. P.A.,gigSoundUdePAFd- NC27932 BC Live 10.0 psf O.C.: 2- 0- 0 407) 321-OD64 Fax (407) 321-3913 TPI- 02/FBC-04 TOMAS PONCE P.E. LICENSE 00050068 BC Dead 10.0 psf Code: FLA 347 MedaMort FL CMduata, FL 32766 1 I_ TOTAL 43.0 PSf v4 . 7 . 32-60316 Desicn: Matrix Analvain Profile Path: C:\TEE-LOX\ Work\Jobe\WINA4\WINCHESTER A 4\HS1.orx Job: WINCHESTER A 4 Customer:109 UPLIFT D.L. WO:WINA4 TI:HS3 Qty:l DESIGN INFORMATION TC: 2x 4 SP Y2 MULTIPLE LOADCASES -- This design is the Joint Locations 7bisdesiptisfamindmilmilbuildnngam, and BC: 2x 6 SP #2 composite result of multiple loadcases. 1) 0- 0- 0 8) 31- 0- 0 15) 17- 2- 6 hash=bard oninformattmpmWWbylhednmThe WB: 2x 4 SP 83 User defined loadcaaes have been considered 2) 4- 3- 8 9) 37- 0-12 16) 13- 0- 0 amaovd'sd„rm'")'esp°'mhdryf°eawnanna 2x 4 SP 12 4-15,5-14,6-14 in this design. 3) 8- 7-12 10) 44- 0- 0 17) 8- 7-12 result or fadly or inartm tnfor"+a int, spmaatiom mrordesigmnndshedin the t'andmprtigtkdtmt 7-14,7-13,8-13,9-13 Bracing Schedule: 4) 13- 0- 0 11) 44- 0- 0 18) 4- 3- 8 ad ate artmntm or amaaa) of thu(nfammiun as it All COMPRESSION Chords are assumed to be Webs Brace Pt Joint to Joint 5) 17- 2- 6 12) 37- 0-12 19) 0- 0- 0 2) 'date to a spmOc po9 anrd omptsm continuously braced unless noted otherwise. 1/2 7-13 6) 21- 2- 6 13) 31- 0- 0 responvbdayotesmdsmnocomdutmtcgardto WndLod per ASCE 7-02, CLC, V= 125mph, Bracing shown is for visual purposes only. 7) 26- 1- 3 14) 21- 2- 6 tatinama.hanmma'shiprwmaminstallation ofi Thu a-lmmt sbdesiptedat an itdnidual bnlldnla H= 23.0 ft, I= 1.00, Exp.Cat. B, Est= 1.0 Continous lateral bracing attached to In -Plant Quality Assurance with Cq= 1 amn ps; in aiXomanama.ANSVIPI 1.1993 ud Bld Type= encl L- 40.0 ft W= 44.0 ft Truaa either edge of web(s) shown OR a T-brace, In -Plant Quality Assurance, per NDS-97tobemmrpammnpan ddcbudd, nadmgn in INT cone, TCDL= 4.2 paf, BCDL= 6.0 pef nailed flat to edge of web with 3"x 0.120" sec. 3.2.4 of TPI-1-02, for joint(s) by a Building Desigm. Wha mu'cd far oppm.al by Impact Resistant Covering and/or Glazing Req nails spaced 8" o.c. T-brace must extend 2,3,30,17 tkN.Itlina ampce the neap 1-1-ab-'mrm be dtodrd to be oar: that the data sbm.' ane in a®eoi MAX. REACTIONS PER BEARING LOCATION----- at least 90% of web length and be same g FORCES (lb) MaxC ression/Max Tension nimthe local building mdaloaldimuicrrrnwfor X-Loc BSet Vert Horic Uplift T Type size, species, and grade as web. TOP CHORD 1-2=-7003/3023,2-3=-4440/1980, imor-bds,popospiif-li-orspwial 0- 1-12 1 1938 -2 -954 B Pin 2x6 T-Brace required on any web over 14-01'. 3-4=-3561/1665,4-5=-3586/1724,5-6=-3192/1561, applld ltta&I.I.1 sbolntraniramb-ilmVtrd 43-10- 4 1 1938 0 -956 B H Roll TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 6-7=-3196/1564,7-8=-2701/1366,8-9=-3080/1437, for°a'goroxxpnne7 mat 7Ledaign nmrs ooaip m chat& (tw or batmen) am amrwou* PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 2 -7003 0.77 A 19-18 6411 0.90 9-10=-3635/1620, taaadq.thatbinaumessolbcnnespmaea Wlan WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. Cr 2- 3 -4440 0.56 A 18-17 5820 0.88 HOT CHORD 19-18=-2685/6411,18-17=-2442/5820, bon- climb im-ao - not fru)br.xd1=94ga 18- 2 1670 0.54 C 5-14 -737 0.69 C 3- 4 -3561 0.44 A 17-16 3937 0.54 17-16=-1600/3937,16-15=-1197/3134, p1optih gVlwd Vd mlmg. tbe) sbadd be brand ua 2-17 -1949 0.75 C 14- 6 -213 0.14 C 4- 5 -3586 0.40 A 16-15 3134 0.45 15-14=-1428/3713,14-13=-1189/3029, ma.imam.odnoin20S- oecomedgah2miaor taakdlbe numfmtnrtd tram 20 gauge M dipped gahanird tud 17- 3 760 0.24 C 14- 7 273 0.06 C 5- 6 -3192 0.34 A 15-14 3713 0.58 13-12=-1340/3195,12-11=-1340/3201, mating ASTM A 653. Grade 40. unlm oLlit-shown 3-16 -1007 0.59 C 7-13 -550 0.34 C .6- 7 -3196 0.36 A 14-13 3029 0.64 Webs 18-2=-654/1670,2-17=-1949/873, 16- 4 820 0.26 C 13- 8 1108 0.24 C 7- 8 -2701 0.39 A 13-12 3195 0.66 17-3=-236/760,3-16=-1007/507,16-4=-305/820, FABRICATION NOTES 4-15 720 0.21 C 13- 9 -576 0.47 C 8- 9 -3080 0.56 A 12-11 3201 0.61 4-15=-287/720,5-15=-105/448,5-14=-737/302, Prior to hbriation. the fibrilar shall mwn Ibis 5-15 448 0.14 C 9-12 232 0.07 C 9-10 -3635 0.60 A 14-6=-213/155,14-7 57/273,7-13=-550/278, draining to.enfy thin ibm dauug is to cmformaace ntm GLOBAL MAX DEFLECTIONS--------- 13-8=-368/1108,13-9=-576/364,9-12=-5/232, the ilimaloes pram and to mlra s aanmtng LL TL mpo-Wit) for such.erirtatioa An) dnrtq rva are in k Pd in tinting bdae carting or fabrication Plata in./Ratio in./Ratio Jnt(s) . dW]mbemnnee-knotbakaknaaordita-d I. Span-0.42/999-0.83/630 13-14 grain. Menbmshallbecot for tigmclunghoodmnow Horiz. 0.20 0.39 NA bane& Cor"'morptawisbaHbelow on armamd Max DL Deflection L/999 = -0. 41 the arm a.th oils ndq imbedded and awl k )m abow dcjoimtwmotlit-hon'. A5%4pWci35a..iae: Long term deflection factor = 1.50 4' mg. A 6.d plate is 6' wide t a' Img. Slon (hots) am gaud m the plate leaph spawns Do bk = m 13-0-0 18-0-0 13-0-0 urb o=abm shall area at tee tm,dd or the uclas udm taw'+= shin'. Cmo>ao plate sins an: mmmum 1 2 3 4 5 6 7 8 9 10 sits based on ilc foray shouv and ma) asd to be nttimad for main handling atdfor mearm an=&. 6.00 Thia truss ism to be fibrimedu.tb fine mind= trntrd 6.00 lumw rtnlm ah-shin.' Fin addnmatl 4x6 mformiam on Qualn) Contnd rda toANSVIPI5x83x42x46x81.1"5 PRECAUTIONARY NOTES 3x4 An timingss aermim reammmdatms on to be 3x4fdlo.edi.woord. Ub.cogn nmmry bmg. as arm-mia).miolar 7-3-2 3x8 Z! 6-10-3 nor*tta+++++• to noid damar- Temporary and penna®t bating for holdnf lo Utt to s uralght and phalli posntmnattafa Ming lateral forts= "I be dewed 0-4-3 6 12 0-4-3 nd atnsWkd q otbett Cardin!handlingessem g u ialsad Sx6 tieaninInwing°.laa„roqmrtd.Not-ilproarul"mny 8x10 4x6 4x6 8xl Kufar truimi requim such tmnpornq broong dating intnlladoo bill= truss to nmd toppling and domming The wpti. itim dt rmtm dtnmes swi be I- 0. 3.00 1- _ .00 8X 1 O 8X l O 8110 undo the cGmnol ofpe in Ill: i®,tom dtl PIafQtional ad.iw awl be tmgbt d ® ded Con rmration dmnwtctim 1006 pvtm man 0-3- 8 the dmp rods swl m k applied totmsxtm• ti atameNoIadtolwthantkuri& of tktimmshall be awl m aonmi am;, .itu all f a n- ana raring a 1938H 3.50" 1938# 3.50" 4-3-8 12-10-14 4-0-0 22- 9-10 9 8 17 16 5 13 12 il 1 - 4 - 0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 1 - Scale = 0. 1442 OF I WARNING: Eng Job: WO: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: HS3 ERECTING CONTRACTOR. BRACING WARNING: Laronda Systems Braongtbn' mt>dmingam-Lionbradn&l,ndbmdn.pnaalbn>onSin=I.b ng.timhitapan of Da :TLY Chk: 7/20/2006 tk bnn on dmp and "lirb be amndtaed b) tk budding p u. emang slimn is far Uw,I nWp on of tr TC Live 16.0 Lbr DF : 1.25 b-od, tonattam ling limisiommayk made to n lw Weral bracingatand,pmr low L-q=;r i y tk pdWmS desigm. AdditoW bradr4 d tk mmU unarm ma) be rMmred. (Sore RLB-91 paf nrotnim s nnegm3Jn3719). aaUmWvg letgrcr.fr mPlamim are 7P1 s loatrd msa3 TC Dead 7.0 sf p Plt DF: 1.25 4005 MARONDA WAY wb O.C. : 2- 0- 0 Sanford, FL. 32771 Congnrm Upnmtng W. Tara Pn m' mg Co, P A, III ia+Mau. R4 Ed- NC 27932 BC Live 10.0 psf 407) 321-OD64 Fax (407) 321-3913 TPI-02/FBC-04 TOM/LS PONCE P.E. LICENSE Rt0050069 BC Dead 100 P a£ Code: FLA 367 MednMan FL cnaahaota, FL 32746 1 TOTAL 43.0 PSf v4 . 7 . 32-60318 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\WINA4\ WINCHESTER A 4\HS3.prx I I Job: WINCHESTER A 4 Customer:10# UPLIFT D.L. WO:WINA4 TI:HS4 Qty:l ' DESIGN INFORMATION This devgo is fm an indnidual building component aid has been bused on information l rmsdod by the dine The designer dew aril responsibility for damages as result of hilt) or incorrect inmrmatioa .paliicauom and/or designs fumisbed to the cons Amgner by the chant and the mrrmass or accuracy of this infornsitioo a it ma) relate to a spmfic pMm and map s ne respoaaNhq or c-cism no cm, with regard to abnotm handling, shipment and iasallatim of trnssc This uuss bats been designed as an imnidual building component in aQadt nith ANSMI 1-1995 and NDS-97 to be incorporated as pat of the building desigo b) a Building Designer. When mined for apprmal by the binldrng designer. the design loadings sboau in= be Mack to to Lone that the data Shoran m in agreement uh the local building codas, load climatic records for aim or sneu Imdt p I samf owns or special applied mods. Unless shone, uass has cot ban designed for am ge or oecepaicy ImdL The dmga assamo comI . anion (cop or bottom) rat comioisomll braced by shathtng onkss ahemisc specified Where bottom chords to tmtien are m Ull braced latmll) b) hey spPlimed rigid cohns they should be biaad a emu® sparing of 10'-0, o c. connector Ames sball be f- ed from Ica gang[ bat dipped gah- d steel acping ASTM A 653. Came 40. -class otbemise shown. FABRICATION NOTES Prim to fabricir, the fabricator shall re sins this drawing to surf) thou this drowiag a in conformance sub the 6bria>ors plain and m realia comrmr;ng responsibility (a such saifiatim An) discrepancies are to be pal in venting befm suing or fabricami Pita W11 one be installed ma lmotholes, knots or distorted graicL Mambas shall be cm for tight fining unm in anon barmg. Connector plate shall be lornm m bab form of the truss ith calls fell) imbedded and shall be s,m show the joins calm othemis shown. A 5d plate is 5' wide s 4'long. A iid plate is 6' wide s a' long. Slats (holes) ma pamild to the plate Icogih spstfied Dmmle nets m ueb members shill meet at the centroid of the urns -1 otberwise sb- . Conaesaor plate sizes are mdnhmrm secs based on the forces shown red ma) need to be massed la ca tut handling and/or cream stress This trim is no in be r bricated with rm renrdam acted rummer mk-, athmwue sbmz For additional information w Quala) Control rda to ANSlf PI 1.1993 PRECAUTIONARY NOTES All bracing and [ration ratnmmemainns arc to be fouo-cl in accord, nee witb acceptor inmmsy publications Trusses are to be handled with panialar are during banding and bmdhng, delhsry and irmnllaum to and damage Temporar) and permanent bracing for holding trtascs in a aratght and plumb position and for rmwng mn,ul form shall he designed and installed q othem Carerw handling is ®and and mason bracing a dua)i irymrm Normal precautionary nano for trusses requires such tempman broang during ucualbli baamr trusses to dud opplmg and decorating. The Lrposision of ermine of trussesshallbe udder the control of persons eVmcond to the installation of sass professional athice "I be fought if needed Concentration of coronation hRm grcitta than the destp load( shall m be applied to trusses at a" time No Inds other than the ought of the erector shall be applied to uusso until alter all faaming and bracing is mmpksed TC: 2: 4 SP N2 BC: 2x 6 SP 82 WB: 2x 4 SP x3 2x 4 SP 02 4-14,5-13,7-13 7-12 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, He: 23. 0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 40.0 ft W- 44.0 ft Truaa in INT atone, TCDL= 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-7011/3078,2-3 4427/1990, 3-4=- 3911/1817,4-5=-4405/2025,5-6=-3783/1759, 6-7=- 3788/1762,7-8=-2929/1413,8-9=-3318/1498, 9-10=- 3582/1658, HOT CHORD 18-17=-2739/6420,17-16=-2493/5827, 16-15=- 1593/3913,15-14=-1341/3466, 14-13=- 1779/4559,13-12=-1404/3507, 12-11=- 1387/3168, Webs 17- 2=-661/1677,2-16=-1971/930, 16-3=- 252/669,3-15=-796/448,15-4=-373/927, 4-14=- 451/1134,5-14=-153/598,5-13=-1037/442, 13-6=- 219/153,13-7=-75/380,7-12=-794/406, 12-8=- 403/1222,12-9=-285/321, MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 7-12 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 81e o.c. T-brace must extend at least 901 of web length and be same size, species, and grade as web. 2x6 T- Brace required on any web over 14e-0" TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 7011 0.76 A 18-17 6420 0.90 2- 3 - 4427 0.59 A 17-16 5827 0.88 3- 4 - 3911 0.41 A 16-15 3913 0.61 4- 5 - 4405 0.55 A 15-14 3466 0.57 5- 6 - 3783 0.43 A 14-13 4559 0.74 6- 7 - 3788 0.47 A 13-12 3507 0.93 7- 8 - 2929 0.42 A 12-11 3168 0.89 8- 9 - 3318 0.48 A 9-10 - 3582 0.53 A oint Locations 1) 0- 0- 0 7) 21- 1- 3 13) 21- 2- 6 2) 4- 3- 8 8) 33- 0- 0 14) 17- 2- 6 3) 8- 7-12 9) 38- 0-12 15) 11- 0- 0 4) 11- 0- 0 10) 44- 0- 0 16) 8- 7-12 5) 17- 2- 6 11) 44- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 33- 0- 0 18) 0- 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): 2,10, 16 MAX. REACTIONS PER REARING LOCATION----- E-Loc BSet Vert Horiz Uplift 2 Type 0- 1- 12 1 1938 -2 -964 B Pin 43-10- 4 1 1938 0 -966 B e Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. 17- 2 1677 0.54 C 5-13 -1037 0.78 2-16 - 1971 0.76 C 13- 6 -219 0.12 16- 3 669 0.21 C 13- 1 380 0.08 3-15 - 796 0.28 C 7-12 -794 0.49 15- 4 927 0.30 C 12- 8 1222 0.39 4-14 1134 0.41 C 12- 9 321 0.20 5-14 598 0.19 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.52/995-1.03/505 12-13 Horiz. 0. 21 0.41 HA Max DL Deflection L/999 = -0.51 Long term deflection factor = 1.50 11-0- 0 22-0-0 11-0-0 1 2 3 4 5 6 7 8 9 10 6.00 0-3- 8 4` 1938M 3. 50" 0-0 R0-11- 11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: LMaronda SystemsBracingsbouaonthisdewingiscoterminebracing, bracing. priah bracing m Lonna, bracing w hich m a pin of the MuWrng design and u hicb must be considered b) the building designer. Bradug Sloan a fro latent rapport of teas members Doll ut rams[ bie ling kagth Prmw mum be made m anchor hatmd bracing a ems am spact laauons daamtvd b). the building deeper. Additional bracing of the moue structure coal be rcgiirm (Sat HIB-91 ofTPI).For specs eras bracing ra p rime_, conuo b ild=& deagner.(retm mate Iaattirr. TPI is lotanad in 513 4005 MARONDA WAY D'Omfrio Dml, Madison. W mansin 53719) Sanford, FL. 32771 Componem Eigiieaiog q. Teas Fagiic ring Ca. P.A, a1a Sacrmside Rd. Edemas NC 27932 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $40050060 367 Med2M* n FL Chufuots, FL 32746 6.00 1 5- 10- 3 0- 4- 3 A 1938H 3. 50" Scale = 0. 1442 Eng Job: WO: WINA4 Dwg: TI: HS4 Dsgnr:TLY Chk: 7/20/2006 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 v4.7.32-60319 Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\WINA4\WINCHESTER A 4\HS4.prx Job: WINCHESTER A 4 Customer:108 UPLIFT D.L. WO:WINA4 TI:HS5 Qty:l DESIGN INFORMATION Thu design is for an indn idual building compois m and has been based an information pmldd q the data The dasiper disclaims any responsibility for damages as a result of faw4 m -orren rnf aeon spmf au"s at&" destyn furnished to the trim designer by the cliw and the eorrectnm or amsac7 of this infornattan as it am) rehire to a specific project and accepts W respooabilrry a n erdsa no adml unh regard to fabrioums. bundling. shipotent and insalLaon of tnssszt Thu truss has ban designed as an rrid-dual building ampomai in accordance onh ANSVIPI 1.1995 and NDS-97 to be incorporated d port of the building design by a Bruldnng Designer. When micod for app--W by the building designer. the design loadings shown arm be chocked to be sure that the data shown are in agmrcnt u,th the local building odes local ciinrauc records for wind or imnv loads, project spmfrauaa or special apphmd loads Unless sbo sin truss has ram ban dmged for storage or occupancy Inds. The dingo assinioes astpmsmn chords (top m broom) sue ®ttmmtab braced b) sheatlung unless ahernise specified Where bonam rhods in tension are not full) bead Imcnl4 b) propert) applied rigid ceiling, the) should be hood ah o ml raw -0Is ofl0'' c Connenw plates shall be maarfanmd fain 20 gauge hot dipped phw=d sted mining ASTM A 633. Grade 40. unless aho,tisc sboun FABRICATION NOTES Prior to f]Wiatio4 the fabricator shall mien the drr% mg to -6 that this drasing is in anfmmana ulth the labnca vies phase and to ralia a amtmring mWosabilit) for such trnliatioo AM disaeporams are to be put in wiling before cutting a fabrication Plan shall not be installed rotes knotholes, knots or dwond gain Members shall be cus for tight luring trod to acid bearing. Coarrnm plan stall tic loomed an bah ram or wad hall truss u,th ,,ad, fully nnrbddd ashall be s)m about the jam u 1 ottteruise sh- . A 50 plat is 5' aide , a' long. A 64 plate Is 6' wide s a' long. Sloss (bores) rid pasalld to th, plat kngth spa+frd Doubt. ins - tied mcimm shah men at the ornuoid of the sums unless othonlse shown. Connector plat Sim art mrol®ia seas based on the form shorn and maoast to oabe increased for certainhandling andld acaion stresses The truss is nor to be fabricated with rim n eardad inestd lumber unless ethcarn a shown. For addiuona udoru uca an Quality Control refer to ANSVfPI I-1993 PRECAUTIONARY NOTES All bracing and amnion neammodat; om are to be fohloued in accordance u,th Kc*od iduaq. pubbatims. Trusses are to be handled nshh paniaW sue during badrng and bundtm& dchmy suit insWlalnan to nmd damage Temporu) and permasal bracing for holding susses in a straight and plumb posrban and fed redstmg laenl forces dual be designed and installed by others. Careful handling is essential and creams bracing a aloft s rcgatrd Normal prmworssp avian fa ur® requires such wupomr) brwtng duns{ installauno 6rmea tresses to amid toppling and doamang. The supenwon of erection of trusses shill be midst tle antral of persons cimi eilmd In the installation of ussses. Pmfesmnal adtim that be sought if needed Cmaantion of oanmructrai ands giaa than the design loads shall sec be applad to times at ao) Live. No loads otber than the utigbt of die ermon shall be applied ui trusses unw after W futmiog and tracing is ampleted TC: 2z 4 SP 82 MULTIPLE LOADCASES -- This design is the BC: 2x 6 SP 82 composite result of multiple loadcases. WB: 2z 4 SP 83 User defined loadcases have been considered 2x 4 SP A2 6- 13,8-13 in this design. All COMPRESSION Chords are assumed to be Bracing Schedule: continuously braced unless noted otherwise. Webs Brace Pt Joint to Joint WndLod per ASCE 7-02, CiC, V= 125mph, 1/2 5-14,6-13 He: 23.0 ft, I= 1.00, Exp.Cat. B, 7tzt= 1.0 Bracing shown is for visual purposes only. Bid Type= encl Lee 40. 0 ft W= 44.0 ft Truss Continous lateral bracing attached to in INT cone, TCDL= 4. 2 psf, BCDL= 6.0 psf either edge of web(s) shown OR a T-brace, Impact Resistant Covering and/or Glazing Req nailed flat to edge of web with 3"x 0.120" MAR. REACTIONS PER BEARING LOCATION----- nails spaced 8" o.c. T-brace must extend i-Loci BSet Vert Horiz Uplift Y Type at least 90% of web length and be same 0- 1-12 1 1939 2 -973 B Pin size, species, and grade as web. 43-10- 4 1 1938 0 -976 B H Roll 2x6 T-Brace required on any web over 141-01, PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..YORCE..CSI. WEB. ..FORCE..CSI. Cr WEB. .. FORCE..CSI. Cr 1- 2 -6997 0.76 A 18-17 6405 0.91 17- 2 1639 0.53 C 14- 6 149 0.04 C 2- 3 -4358 0.63 A 17-16 5820 0.90 2-16 -2010 0.97 C 6-13 -391 0.24 C 3- 4 -3983 0.42 A 16-15 4082 0.01 3-16 1689 0.54 C 13- 7 -307 0.13 C 4- 5 -5656 0.50 A 15-14 5859 0.84 16- 4 -1214 0.65 C 13- 8 1498 0.62 C 5- 6 -4608 0.48 A 14-13 4611 0.74 4-15 996 0.32 C 8-12 478 0.15 C 6- 7 -4288 0.55 A 13-12 3018 0.57 5-15 976 0.31 C 12- 9 290 0.11 C 7- 8 -4288 0.55 A 12-11 3237 0.63 5_-1551 0.59 C 8- 9 -3434 0.40 A 14 GLOBAL MAX DEFLECTIONS--------- 9-10 - 3651 0.43 A LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.60/867- 1.18/439 15 Horiz. 0.23 0.46 NA Max DL Deflection L/892 = - 0.58 Long term deflection factor = 1. 50 1 5-3-2 0- 4- 3 1 f oint Locations 1) 0- 0- 0 7) 28- 1- 3 13) 28- 1- 3 2) 4- 3- 8 8) 35- 0- 0 14) 21- 2- 6 3) 9- 0- 0 9) 39- 0-12 15) 17- 2- 6 4) 13- 1- 3 10) 44- 0- 0 16) 9- 0- 0 5) 17- 2- 6 11) 44- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 35- 0- 0 18) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(=): 2,4,10,16 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-6997/ 3137,2-3=-4358/1917, 3-4=-3983/1824,4- 5=-5656/2464,5-6=-4608/2056, 6-7=-4288/1937,7- 8=-4288/1937,8-9=-3434/1565, 9-10=-3651/1706, BOT CHORD 18-17=-2795/ 6405,17-16=-2548/5820, 16-15=-1943/4882,15- 14=-2270/5859, 14-13=-1798/4611,13- 12=-1190/3018, 12-11=-1441/3237, Webs 17-2=-664/1639, 2-16=-2010/1071, 3-16=-616/1689,16- 4 1214/532,4-15=-319/996, 5-15=-315/976,5- 14=-1551/602,14-6=-81/149, 6-13=-391/151,13- 7=-307/259,13-8=-572/1498, 8-12=-137/478,12- 9=-246/290, 9-0-0 26- 0- 0 9-0-0 2 _ 3 4 5 6 7 8 9 10 6.00 6.00 61 1- 0_ 3.00 0- 3-8 1939M 3. 50" 4- 3- 8 12• 1 8 7 16 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Enda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ta005006B 367 Medzmon FL Chubsota, FL 32766 SY6I 3Y4 3Y6 6YR 21r4 5X8 4-10-3 Of 43 4x6 rM &1001 1 1 00 8XI0 WO 5 A 4n n 13 ARNiNG: CAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO tECTING CONTRACTOR. BRACING WARNING: acing shown on this dining is not erocum bracing. uind bracing. portal bracing or similar bracing uhich is a pan of bmldmg design and u bcb arm be inns demd b) the building designer. Bracing shown is for lateral support of truss tubers ony to rd= buckling length Pmtwod must be made to archer lacnl bracing in cods and spec Beal aeons daermnred b) the balding designer. Additional bracing of the ottnaB asrtcbsrc ma) be required. (Sec RIB-91 TPI) For spoof. visa bracing requirements, anon budding desigm,(Tnas Plan lostime. TPI Is loasd a 533 DWrao Dn,m, Madtsm , Wisansm 53719). mpoaa Fnigincem, by. Truss Eagnoeenng Co.. P.A, Sit 4auMsik PA Fwemmq NC 27932 1938M 3.50" Eng Job: WO: WINA4 Dwg: TI: HS5 Dsgnr:TLY Chk: 7/20/ 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 MrVrIAT. Al n ..eF ..A 7 'i7_cn Z7n 0.1442 Desion: Matrix Analvais Profile Path: C: A 4\HSs.orx Job: WINCHESTER A 4 Customer:100 UPLIFT D.L. WO:WINA4 TI:HS2 Qty:l DESIGN INFORMATION TC: 2x 4 SP 62 MULTIPLE LOADCASES -- This design is the oint Locations This dmplisfor anindnffialbuilding and BC: 2x 6 SP N2 composite result of multiple loadcases. 1) 0- 0- 0 8) 29- 0- 0 15) 21- 2- 6 hmb® tancdoninformation pm;dedythe dm.The WE: 2x 4 SP t3 User defined loadcaaes have been considered 2) 4- 3- 8 9) 33- 8- 8 16) 17- 2- 6 dmperdxla'm aoy' apoovelhgfordaovtn no 2x 4 SP A2 3-17,4-17,4-16 in this design. 3) 9- 7-12 10) 38- 5- 1 11) 15- 0- 0 read, of Isola) in marroc tdotmttoq Wwfk, m mWor dmgm banished to the um desipv q the dhenl 5-16,5- 15,6-15,7-15,7-14,8-14,9-14 Bracing Schedule: 4) 15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 and the oarrctnev or accvrsc) of Oda infurmtim to it All COMPRESSION Chords are assumed to be Webs Brace Pt Joint to Joint 5) 17- 2- 6 12) 44- 0- 0 19) 4- 3- 8 ma) relate to aspmlkpro9 aid.o wito continuously braced unless noted otherwise. 1/2 2-18,5-15,7-14 6) 21- 2- 6 13) 36- 0-12 20) 0- 0- 0 Itsyrmvti,ryora ran mmrauuhayrdto WndLod per ASCE 7-02, CiC, V= 125mph, Bracing shown is for visual purposes only. 7) 25- 1- 3 14) 29- 0- 0 libricath°"handling. shiptocmmid installation of u H= 23.0 ft, I= 1.00, Cat. B, act= 1.0 F• • Continous lateralbracingattached to In -Plant Quality Assurance with C 1 Y Thu trtrntanboondesignedasanindhidualMoldingamponeminsoadaruawithANSVr? ll.l993and Bld Type= encl L= 40.0 ft W= 44.0 ft Truss either edge of web(a) shown OR a T-brace, In -Plant Quality Assurance, per NDS-97tobeiowrpmaaempan ofthe building doop in INT cone, TCDL= 4.2 psf, BCDL= 6.0 psf nailed flat to edge of web with 3"x 0.120" sec. 3.2.4 of TPI-1-02, for joint(s) b) a Building Doper. When mimed for appron] by Impact Resistant Covering and/or Glazing Req nails spaced 8" o.c. T-brace must extend 2,11,18 the M'dot'egdmpc.the dmpmarop`howntaint be MAX. REACTIONS PER BEARING LOCATION----- at least 90% of web length and be same FORCES (lb) - Max Compression/Max Tension ch,A to be sun that the data showy an in apevuenl m w,theloralbuiwmgmecclocal climatic remr, W E-Loc BSet Vert Boric Uplift 2 Type size, species, and grade as web. TOP CHORD 1-2=-7016/2988,2-3=-4230/1869, w dor wloods.pmxaspmaatr000rspecial 0- 1-12 1 1938 -2 -944 B Pin 2x6 T-Brace required on any web over 14-0". 3-4=-3267/1552,4-5=-3021/1522,5-6=-2758/1418, appiedLoad. unlassMwntnmhasnor bandesigned 43-10- 4 1 1938 0 -947 B H Roll TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 6-7--2761/1421,7-8=-2510/1313,8-9=-2844/1388, fustorage oroanpanyloads 7ledoignamount PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 2 -7016 0.73 A 20-19 6426 0.90 9-10=-3498/1580,10-11=-3647/1606, ampnffl00 chords (lop or bdlorn) are continuous br cinby Nalhtngudesotherwisespeaued Wbm WEB. ..FORCE..CSI. Cr .WEB. ..FORCE.. CSI. Cr 2- 3 -4230 0.69 A 19-18 5826 0.90 HOT CHORD 20-19=-2654/6426,19-18=-2413/5826, bmtomcmrds ateasioomenot fully braced tatemlhb) 19- 2 1683 0.54 C 15- 6 -198 0.18 C 3- 4 -3267 0.51 A 18-17 3739 0.53 18-17=-1491/3739,17-16=-1070/2862, wog l appWriglmhngtRyshouldbebmccdu 2-18 -2132 0.68 C IS- 7 183 0.05 C 4- 5 -3027 0.38 A•17-16 2862 0.39 16-15=-1180/3139,15-14 1022/2675, 18- 3 168 0.25 C 7-14 -367 0.25 C 5- 6 -2758 0.31 A 16-15 3139 0.45 14-13=-1162/2873,13-12=-1339/3224, mainufacmotu rmrpodon'fly sup rocam-rmnd from IO pap M erppndgab-ise size rocaingA. SIMA637,GrdcJo.mdesamwissmwn. 3-17 -1076 0.77 C 14- 8 1048 0.34 C 6- 7 -2761 0.31 A 15-14 2675 0.52 Webs 19-2 641/1683,2-18=-2132/945, 17- 4 794 0.19 C 14- 9 -539 0.45 C 7- 8 -2510 0.33 A 14-13 2873 0.54 18-3=-208/768,3-17=-3076/517,17-4--292/794, FABRICATION NOTES 4-16 500 0.14 C 9-13 511 0.16 C 8- 9 -2844 0.41 A 13-12 3224 0.61 4-16=-203/500,5-16=-88/368,5-15=-561/214, Primtolabriatmdcfibricator"I - this 5-16 368 0.07 C 13-10 - 213 0.06 C 9-10 -3498 0.44 A 15-6=-198/152,15-7=-44/183,7-14=-367/198, dinning to%airy that this drming is in anfv®h:s sub 5-15 -561 0.34 C 10-11 -3647 0.43 A 14-8=-388/1048,14-9=-539/336,9-13=-141/511, the fabrhatoespW° and inra6ma°°mmm°g GLOBAL MAX DEFLECTIONS--------- 13-10=- 213/182, atwn b for ouch-ill - LL TL m be pm in ventingbdoncid.ny in fabrimim Flatsshallvibeinstalledenvkmhoia. tins or dmorlm in./Ratio in./ Ratio Jnt(s). grain. Meatus shall be m far tight lining wood to wood I.Span-0.39/999-0.78/670 4-3 baring- Conintlin plain d ll be located en both Goes of Boric. 0.20 0.39 NA the tram w,m mtb ddly trobndded and shall be qm None the )din unkn odsora a sboan. A 30 pWe is 3• wide a Max DL Deflection L/ 999 = -0 . 38 J' wag A 6d plate is 6' widest' w.g Slots ( Iola) LOoq term dePlec ion factor - 1I Soo- 0 14-0-0 ,, 15-0-0 t. nor puralkl to the plane kngh spwfled. Double cias on T- T Tal wvb mars win rum at the cmtreid of the wcbs unless 1 2 3 4 5 6 7 8 9 10 11 otha.= shoo. connector plate ass are mm;mum sit baited on the foroa shone and ma) rrrd to be 6.00 6.00 ine<ased fm co uin handling and/ or anion urma. TunuussisnottobeWiricaedwithfater= rdam round lumberud otbentimshuun For additional 5x8 3x4 20 3x4 4x6 tnwital o. on Quality control rda to ANS V(PI I- 199s PRECAUTIONARY NOTES 6x8 AB bracing and action moommadations on tobe fdbwed in aasadanc with a=ptrd indumry peml;auons Truss' an m be handles with particular 6x8 7- 10-3 an etvurg Nandi, one bui 1li.& ddi y and 8-3- 2 23x4l naudlanson m nand damp. Temporary' and, 3x8 tracing for holding In>m m a amght and phtmb pomioo am fa resisting lateral finca shall be dmp cd 0- 4- 346xand iaaaum by others Cardin handling is asocial and0-4-3 Sx6erocinebracingis 'Mays regamnd Normal prgautuowu) am fmtr»smrcgniramchlaWvnrybraangdmhng8x10 4x6 4x6 M1 rue.,.. bemtm truss m avid toppbng and o 3.00 8x10 8x10 4x6 ad ntwlof t tlac 1- 0- 00 rn9allation or utma. Prolmooal od,i Nall be aught if Wended. Conoemmtwn of oam,ucaon loads pates than the dmp loads Nall rta be applies to lntra at toy tip 0-3-8 No loads otter than the •tight of the aeaon shill be IR applrrd to unities until after W livening and braoag u 1938N 3.550"3 1938H 3.50" amplaed 4- - 8 12- 10-14 4- 0- 0 22- 9-10 0 19 18 7 16 4 3 2 1 4-15 0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 1 Scale = 0.1415 49 WARNING: Eng Job: WO: ($ -11) READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: HS2 Laronda SysteMS ERECTING CONTRACTOR. BRACING WARNING: Bracing sho. nmmu this amm rnbracing.•,ndbnin& portalbrocingmamilum bngwtichisaPan of the budding doup and w bkhtown be -dciod by the building doper. Bracing shun. a fin lateral Wpm of truss Dsgnr:TLY Chk: 7/20/2006 monbm oily to rednoc budding kngh Prmi into be made m - tatrnl bracing atends and specified TC Live 16.0 psf Lbr DF : 1.25 wm;om edcm;md y the building dogs Atlditmod brdong d the menu unxturc ma) be ,cyan•. ( See HIB-91 dTPI)For W= u= bracing rtgmremcnd.atumbuilding dmpu.(r=Plane lm;tmc. TPI u waned at533 TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY DX)mhio Dine. Masson dW;saaian 53719) 0 C• 2- 0- 0 Sanford, FL_ 32771 Compaom m EagiotngbSTo..iin ssEngui.Co.PA..tlt Samdade Rd.Edrmw NC27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE 00050060 BC Dead 10.0 psf Code: FLA 367 Medsfon PL Lhrduots, FL 32740 1 TOTAL 43.0 lOsf v4 . 7 . 32-60317 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\WINA4\WINCHESTER A 4\HS2.prx I I I Job: WINCHESTER A 4 Customer:10# UPLIFT D.L. . WO:WINA4 TI:HSGRDI Qty:3 I DESIGN INFORMATION Thu desagn is for an utdnidal building component and has been based on inflummron prmsdd by the diem The designer dudaims.ny nsponabthq for davugs as restlt of fault) or incorrect attenuation. sptir la"n antler designs ftut)she t to the emu desagxr g the Chem and the or accuracy of this ttformnum as it ma) relate to a spmfsc pwjcts and amps on sponubahq or a errises no contra with RWd to fabriauon, handling, shipment and uusallotroo of minim" Thu truss has been designed as an indrssduul build.& eornporma in accordance n,th ANSVfPI 1•t993 and NDS-97 to be incorporated as pan of the bolding design b) a Building Designer. When -lewd for sppmmal by the bad" designer. the design Icodmgs down tans be checked tobe true that the data shomm are mminagoe nth the local bolding codes. local climatic records for wind or sneer loads, project spectBauoa or spinal applied Icods. Unless stomn min has not been designed for stooge or amnpmq Inds The design asswmaes compesa= r bords (top a hurt=) are amimqusly braced b) sheathing unless otherwise spmlied Where bottom chat& in tension are .c lidly binned laterally by . property applied ngid mling, they should be broad ai a mt imwn sprang of 101O' o c. Corumm pWcs shall be mane r.nd from 20 gauge M dipped ph--d steel meeting ASTM A 653. Grade 40. -1 nrbeswise shows FABRICATION NOTES Prior to Gbncalion. the rabnator shall miem this rimming in seedy that this drawing is to confoauae: mid the falinatora plans and in realm a continuing responsibility for such stxm0catim Am duscrepiummet are to be Pin in canting before suing or fabrication Plates stall no be insulted ma lmebele knees or duorted gain Members shal be cw fm llgN faluog mood c wood hearing. Connector plates shall be looted on hub fans of the truss used nails full) imbedded and shall be qm show Ili pint unless olhrwve stone. A 5s4 plate is S' wide s 4' long. A 6ta plate u 6' aide a Sm Inn4 Sloe (holes) raw parallel to the plate length spcalld Double a s on wtb member shall ram so the aneroid of the mein unless othomisc down connectorplate sun are tmmmam rise based an the form shone and cam) need tobe tncrcted for ¢rain hadlsui ad/m erection suessa That true is not to be fabricated witb Bre retardant Ueued lumber unless chmwtsc mc shnFor additional a mnforrsioo= Qualat) Control refer to ANSLnPl 1- 199s PRECAUTIONARY NOTES All bracuag and cation nzanmendaliom art to be fal= d in aavrdanm wish accepted Indstr) pubtrcations. Tresses are to be handled -th pansednr care dung banding and Wdhng. deln m) and tr`!_ Mn to neat damage. Tmoponuy and permarmt bracing for holding tn¢Ys in a straight nil plumb position aid fat reaming lateral form shall be dagmd and installed b) others Cauefw handling a essential and erection bracing is alma)s impaired Normal prtmwroavy action for truncate; requires such temporary bracing dumg installation him= tnmssas to nttid toppling and domanean&. Th supensuun of erection of trims shall be underIbe co.lrol of persons apenacedrat the mnallatron of tmssa. Professional admim shall be son& ref needad. concentration of ca¢9lnctron toads greater than the design tomb dull err be applied to trusses at any time. No loads other than the nergld of the anima shall be applied to trusses until after W f ia-ag ad bracing is omm.pi'd TC: 2x 4 SP N1 D 2x 8 SP N1 D 3- 4,4- 6,6- 1 7- 8 BC: 2x 6 SP 81 D WB: 2x 4 SP 83 2x 4 SP N2 6-12,8-12 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. 3-PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft. Repeat nailing as each ply is applied. Distribute loads equally to each ply. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSi. 1- 2 -15375 0.42 A 18-17 14050 0.49 2- 3 -11658 0.31 A 17-16 12915 0.47 3- 4 -16390 0.16 A 16-15 10558 0.42 4- 5 -16411 0.19 A 15-14 18472 0.63 5- 6 -18671 0.21 A 14-13 14586 0.53 6- 7 -12677 0.12 A 13-12 14030 0.53 7- 8 -12679 0.14 A 12-11 7440 0.31 8- 9 -8297 0.13 A 11-10 7372 0.28 3 PLYS REQUIRED Lineal Footage = 219. 6 MULTIPLE LOADCASES -- Tbia design is the mint Locations composite result of multiple loadcases. 1) 0- 0- 0- 7) 29- 1- 3 13) 21- 2- 6 This 3-PLY Hip Master designed to carry 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2- 6 7' 0" open jacks (no webs) across center 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 and Hip Jack Truss framed to BC 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0- 0 WndLod per ASCE 7-02, CLC, Von 125mph, 5) 17- 2- 6 11) 36-10- 4 17) 4- 3- 8 He: 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 6) 21- 2- 6 12) 29- 1- 3 18) 0- 0- 0 Bld Type= encl L= 40.0 ft W 44.0 ft Truss TOTAL DESIGN LOADS ------------ in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Uniform PLF From PLF To Impact Resistant Covering and/or Glazing Req TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 Supported span based on int. wind zone. TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 In -Plant Quality Assurance with Cq= 1 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 In -Plant Quality Assurance, per BC Vert L+D -40 0- 0- 0 -40 7- 0- 0 sec. 3.2. 4 of TPI-1-02, for joint(s): BC Vert L+D -87 7- 0- 0 -87 37- 0- 0 1,15 BC Vert L+D -40 37- 0- 0 -40 44- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- Concentrated LBS Location X-Loc BSet Vert Horiz Uplift Y Type BC Vert L+D -559 7- 0- 0 0- 1-12 1 4019 0 -976 B Pin BC Vert L+D -559 37- 0- 0 43-10- 4 1 4013 0 -976 B H Roll FORCES (lb) - Max Compression/Max Tension PROVIDE UPLIFT CONNECTION PER SCHEDULE TOP CHORD 1-2=-15375/3099,2-3=-11658/2268, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 3-4=-16390/3169,4-5=-16411/3177, 17- 2 3260 0.35 C 14- 6 5190 0.56 C 5-6=-18671/3540,6-7=-12677/2474, 2-16 -2659 0.14 C 6-13 -2899 0.16 C 7-8=-12679/2475,8-9=-8297/1647, 3-16 2396 0.26 C 6-12 -1465 0.12 CBOT CHORD 18-17=-2755/14050, 3-15 6205 0.66 C 12- 7 -834 0.05 C 17-16=-2523/12915,16-15=-1892/10558, 15- 4 -643 0.03 C 12- 8 5641 0.35 C 15-14=-3311/18472,14-13=-2609/14586, 15- 5 -2404 0.14 C 11- 8 1056 0.11 C 13-12=-2510/14030,12-11=-1357/7448, 5-14 1352 0.14 C 11-10=-1356/7372, GLOBAL MAX DEFLECTIONS--------- Webs 17-2=-658/3260,2-16=-2659/710, LL TL 3- 16=-350/2396,3-15=-1143/6205,15-4=-643/259, in./Ratio in./ Ratio Jnt(a). 15-5=-2404/392,5-14=-184/1352,14-6 921/5190, I.Span-0. 52/995-1.03/503 14 6-13=-2899/621,6-12=-1465/259,12-7=-834/328, Horiz. 0.17 0.35 NA 12-8 987/5641,11-8=-52/1056, Max DL Deflection L/999 = -0.51 Long term deflection factor = 1.50 7-0-0 30- - 0 7-0-0 1 2 3 4 M 7 e_ vs; S7 8 96.00 matt T 4- 3- 2 0-4-3 1-0-0J. UU I-8 Nuu - ... 0-3-8 4019M 3.50" 4-3-8 12-10-14 6.00 11) b 559. 8# b 559.8# 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: La rondo SystemsamBracingshownm this diming is m tsmmm bractng, uid bmctng. pool bacng or s iu bracng which is. par of doe building design and m hich union be considered b) the building designer Bracing she is fin laurel support of Men; D 9 r : TLY Chk : urcmbers onl) to rt>!va bunking length Provisions mum be code to anchm lateral bracing at ends cad spedficd loatiom detmounted b) the b ildng desmgrce. Additional bran& of th menll mutasum nu) be required (See RIB-91 TC Live 16.0 psf 4005 M A RON DA WAY D'O=fno Dinar Madw4 W nag nor qu -rcou satins budding des gee Grua Rt ntruss Plate Insue TPI islocatedatsg3 53719) TC Dead 7.0 psf Sanford, FL. 32771 Component Engineering by. Trim Engiaxrmg Co. P A, gag Sound"A. PA Fdalo4 NC 27932 BC Live 10.0 psf 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050060 BC Dead 10.0 psf 367 Medamon PL Chutuots, FL 32766 TOTAL 43.0 psf Desicn: Matrix Analvais Profile Path: C:\TEE-LOK\Work\Jobe\WINA4\WINCHESTER A 4\HSGRDI_orx T 0- 4- 3 3- 10- 3 I A 4013M 3.50" Scale = 0. 1417 WO: WINA4 TI: HSGRDI 7/ 20/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 60321 I I I Job: WINCHESTER A 4 Customer:10$ UPLIFT D.L. WO:WINA4 TI:J Qty:25 I DESIGN INFORMATION This design is for an nndnsidnal building and has been based an inlarmuno prmided b) the draw. The Po anY r nry fo,n,m•ses a. roult cf faulty or inmrm information. spoemca ins onNo design furnished to the truss designer b) the diem and the mrcaross in accuracy of this rNomalnon n it ma) relate to a specift pro3m and accepts an responsibility in ewerases on comrul nith regard in Whr atioq handling. shipar. and instal Wino of rises This truss has bear designed as an ual-diral building tansponem in ammdame pith ANSWRI I.I"S W NDS-97 to be incorpordrd as pan of the building design by s amldnng Designer Whea .rued for apti mill q- tho build.{ deaga. the elmga Imdiap shown tram be checked to be sure thin the data shown are in aPetmem nith the local building codes. local d.cttic records for wid in snou loads, projcl g ccifrcations or special applied loads Unless shown truss has no been designed for storage or occup a c) loads_ The design asanoa couprossnn chords (top in baton) are continuously lined b) sheathing "Ness otheram spaalled. Where bmtmn chords in Marston are not full) bracedWrnll) b) ProPal) app. rigid aril.,, that should be braced at osacirman spacing of 10'-0' o c Conomm plates shall be awnr .red from 20 gauge hot dipped ph—d suers. rmcon{ AM A 633, Oracle 40. anlets other om shown FABRICATION NOTES Prnr to hbrtoaao. the fabrsmor shall mien this drawing to %wif) thin this drawing is in eoedbr.ance with the f diriauses plans and to retina a continuing responsibility for such —licition Am drertp =a are to be Pm in venting before cutting or fahnatm Plata shall to be installed mat knotholes. knot, or dunorted pain Members dull be ens fat ti&W fitting wood io nod hearing. Coewma plates shall be located on limb fan N the ism with orals IWl) imbcddrd sad dull ho s)m abm the join in rahemise shown. A 3t4 plate is 3' wide a 4' long, A 6d plate is 6' wide s a' long, Slurs (boks) run parallel to the Plate kngsh specified Donbk eras on web rrs®bcrs shall meet at the smtrvd of the rich, unless otherain shun. Common plate sizes are mmiwnm am based on the form sMnn and may rod in be smash for oc=n handling andfor arum sumo That tram is not to be ribnand with fire resaldaN treated lumber udm othmeise shown Fo additional tnforrailrou on Quality Control refs to ANSLrml 1.1993 PRECAUTIONARY NOTES All bracing and enectiow rmommtrodatiom are to be followd n acoodiata nith accepted indtmry prNrcattans_ Time are to be handled with p niwly care during banding cold buMrin, dcheery and installation to .it damage. T®porar) and prnmoat lining for holding trusses in a NnigN and plumb Position and fo resisting lateral form shall be decgned and installed by others Careful handling a menial and erection bracng is olua3s required. Norval preausioair) anion fo trusses rcgwm arch tcmporar) bracing during installation betty® trusses w acid toppling and domirong. The t perisioo of amran or truraa shall be under the mural N Person epetie nced in Elie installation of .rues. Professional ad— shall be soughs if nvded Concentration of comsncsioo Inds Pena than the design lands shall not be applied to Enure d any titan No Inds other than the neigh of the cream dW I be appled to name until alter all fastaniug and bracing is TC: 2x 4 SP 82 BC: 2x 4 SP 12 WB: 2x 4 SP 03 Unbalanced load cases) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on trusts. Shim or wedge if necessary to achieve full bearing. TC. ..FORCE..CSI. Cr ..BC. ..E•ORCE..CSI. 1- 2 -168 0.77 A 1- 5 -11 0.94 2- 3 255 0.56 A 5- 4 0 0.94 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.76/xxx 0.28/xxx 5 Horiz. -0.13 -0.26 NA Max DL Deflection L/mm - -0.47 Long term deflection factor = 1.50 4-3-2 0-4-3 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift 2 Type 0- 1-12 1 391 88 -505 B Pin 6-11- 4 1 101 348 -126 T Pin 6-11- 4 1 156 0 -197 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 7-0-0 6.00 joint Locations 1) 0- 6- 7 3) 7- 0- 0 5) 4- 4-12 2) 4- 4-12 4) 7- 0- 0 6) 0- 6- 7 WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 44.0 ft W- 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-168/111,2-3=-89/255, HOT CHORD 1-5=-11/2,5-4=0/0, Webs 5-2=-63/337, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 337 0.10 C C/L: 6-11- 4 101# 1.50" R N 391H 3.50" 156M 1.50" 7-0-0 6 5 4 Attach with (3) 16d Toe -Nails 3-10- 3 Attach with (4) 16d Toe -Nails 7-0-0 R0-I1-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale = 0.4278 WARNING: Eng Job: WO: WINA4 HEM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO RE GIVEN To ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: J Maronda Systems Ihe da,gn.ndabchmatmm mderend gghebbuldnbngddeesiPBag hoamis ar mlaupporrttaofftnmoDsgnr:TLY Chk: 7/20/2006 member oil) n rtmre bnscllmg knph Prosidons wit ho Dude to anchor lateral bract{ at ends and specifled locations dnawrnd to) he building desig er Addmonal brnang N the menu arssctune ma) be required. (Sec HU!,- TC Live 16.0 psf Lbi DF : 1.25 ofTPI) For spcafic um bracing regwresnems, maim building designer (fruss Plate Institute. TPI is bated at59l TC Dead 7.0 psf Plt DF: 1. 25 4005 MARONDA WAY Dl)mfrn Dnse. Madma. Wisconsin 33719) Sanford, FL. 32771 Compooem Eogimamg b)i Trussprnan Enng Co.P.A. 112 Soundside PA Edenton. NC 27932 BC Live 10.0 psf O C 2— 0— 0 407) 321-00154 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P. E. LICENSE p0050060 BC Dead 10.0 psf Code: FLA 367 MtdaMon iL txwhwta, FL 32766 ITOTAL 43.0 psf v4 . 7 . 32-60322 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\WINA4\WINCHESTER A 4\J.prx I I I Job: WINCHESTER A 4 Customer:10# UPLIFT D.L. WO:WINA4 TI:J1 Qty:6 I DESIGN INFORMATION TC: 2x 4 SP 42 This design is for an mdnidsal building diem and BC: 2 x 4 S P 0 2 has been based on information prmidrd b) the diem The MULTIPLE LOADCASES -- This design is the 6ignadtsctarms-3 caponsibd'pfor damages as. composite result of multiple loadcases. imdt of fault) or incorrect nnfmraaum spmfiemoro adlor designs ftwisbed in the min designs b) the dierd This trans is designed to bear on multiple Pand the aermnas or accuracy of this infornutim as it supports. Interior bearing locations should ma) relate to a spmfe ptujm and accepts ro be marked on truss. Shim or wedge if respo® Ghq in ewtises on control uith nYud to necessary to achieve full bearing. fabnotan. ii ndlinLshipment and installation of trusses. FORCES (] b) - Max C reasion/Max Tension Compression/Max Thistenthasbeendesignedaanual-dual building muvtaoocm in amsrda_= pith ANSVfP11.1995 ad TOP CHORD 1-2=-52/0, NDS- 97 to be incorporated as pan of the building design BOT CHORD 1-3=0/0, by a Building Design When muud for apipmial b) the building designer. the design loadings Limon mint be checked to be sure that the data shoos are in .&me,nem u, th the local building code, loco) drmatic records foe wind or sroo Inds. project sprafiatiom or special apples Icods Unless shona, truss bats nor boo designed for storage or occupancy toads. The design nsame mup— ion chords (tap or bottom) are conareously braced b) sheuhing welts otherram spenfied Yr er bottom dead, in tension are m fulh brand Lvaalh by. propery applied rigid ailing, the) shaded be broad in a minimum rpxvig of I1Y43' o common peas zlall be mavuThas umd from 20 gauge but dipped gahatiad steel mining A.SiM A 653. Grade 40. unless ahcrnire sboun FABRICATION NOTES Prior to rntriaucat We fabricator shall mien this draning to %=6 that this draning is in aeformanR Pith the WMiatees pfsns and to ra)ia a continuing msportubihq fin strh ,.T=uon Arp discrepancies art to be pa in wiling before cutting in fabrication PLun thou cot be installed my knotholes, knots or dinned grain. Members shall be cut for tight filling woad to uvod beating. Connector plain shall be looted on bah Lam of the truss with mils fdh imbedded and shall be ,)m abom We joint unless of em= shoaa A St4 plan ss 5• aide x 4• hung. A 6d platers 6• aide s t• long. Slots (holes) inn panikl to the fume length spealled Dautle ass on ueb mini. than sea a the centtoid of the uebs odes othcruve & boon Common plate soon are minimum son based on the forces shun and say need to be incina for certain handling and/or crecion sueses 3-3-2 Thistrussisnotobefabricatedunitfireretardanttreatedhumber unless aherntse shown. For additional an infonnatonQuality Com"d refer to ANS11"I 0-4- 3 1.1"3 PRECAUTIONARY NOTES All bracing andanion rmommadaiom cue m be fdloued in aassrss, mice unh acccped industry. publicadons Truss are to be handled o,W paniadar core dune{ banding and bundling. delnv3 and installation to Prod dams r- Ternpon) and petmate si bracing for holding truaa in a straight and plumb position and fa n swag Lateral form loll be designed and installed b) others. Careful handling a dial and actim bracing or afony mquird Normal preamionary action for inseam requires such tervporat) bnang daring u 11nioo bcm— trusses to noid toppling and domrnpng. ih sWeentsion of ermimi of trufps thaB be under the control of persons apencnmd in the installation of trusses Professional adiia shall be sought if needed Concentntan of construction Inds gtetter than the deign loads shall era be applied to tresses at ans tttic. No Lamm ntber Wan the ucitht of the eratmf tall be apphsed to uusses until alter W fasonrng and briang a completed EXCEPT AS SHOWN PLATES ARE MiTek MT20 Unbalanced load caae( a) have been checked. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAE. REACTIONS PER BEARING LOCATION----- Z-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 260 193 -393 B Pin 4,•11- 4 1 112 148 -274 T Pin 4-11- 4 1 103 0 -45 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 5-0-0 1 2 R 260# 3. 50" oint Locations 1) 0- 6- 7 3) 5- 0- 0 2) 5- 0- 0 4) 0- 6- 7 WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Lee 44.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL-- 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -52 0.64 A 1- 3 0 0.52 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 14/xxx 0.05/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx = -0.09 Long term deflection factor = 1.50 6.00 CIL: 4-11- 4 112# 1.50" 1 103# 1. 50" 5-0-0 4 3 IV 1-0- 0 5-0-0 RO-ll-1 ) WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: La ro netaSystemsBradngshownwthisdmnu4ueraanionbracing, uid beans branng w ,i.dlzr braang nhirh u a pen of the budding, design and uhich must be considered bs the building designer. Bracing shown is for lateral uTpon of truss rnemMn nth to educe buckling lengW. Prmisions must be made to anchor lateral bracing at ends and spmfied locations detem , b) the building designer. Additional bracing of the mtrall stricture ma) be required. (Sot IUB-91 of TPI) For, pailc tam bracing mquittaznts, consist bmhfing designer (Tam Plate Institute, TPI is bated at 523 4005 MARONDA WAY D'Ottofio Drne. Madrsoq Wisconsin 53719) Sanford, FL. 32771 Camponem Engionring b)- Taus Fnginming Co.. P.A., tit Sa•M„A• Rd. Edenton NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050066 367 Medsmon PL Chamlota, FL 32766 Attach with (3) 16d Toe -Nails 2-10- 3 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4959 Eng Job: WO: WINA4 Dwg: TI: J1 Dsgnr:TLY Chk: 7/20/2006 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-LOIC\Work\Jobs\WINA4\WINCHESTER A 4\Jl.prx Job: WINCHESTER A 4 Customer:10$ UPLIFT D.L. WO:WINA4 TI:J2 Qty:6 DESIGN INFORMATION This design is for an tdnidud building compoamt and his beet based on inforicaion prmided by the dims The designer dudarms ao) resporcublhry far danx, as a msuh of faui0 or inoared info maim. speafianm atNa design ftunislred in the toed design b) the char and the mmmness or aaauac) of this info n atim\ as it may relate ro a speak project and aoaeps = raponsibiliq a cmrases no central with regard to fabrication, handbag. shipea m and mnallatson of tomes. This truss has bear designed a an id -dual holding component in aatrdara asth ANSVTPI 1.1995 and NDS-97 to be umrporated as pan of the building design by a Building Designer. When mxod for opptmal by the building it-&—. the design lolling, showo coed be chakad to be core thin the daui shm\n are to agrccrnenl nith the local building coda local drmmrc records for id in same loads. t royrct specifications or tp=d applied loads Udess shown tnm has cot been designed fa storage in o=q.M bads Tle design resources coarpr®on dmds (top or hatorc) are =rciumesb' brand b) sbcathing u-1—i orhelai: spmfled Whore bated chords in tension are m (WI) braced lateralh b) a propmh aWas! rigid mhog the, shodd be brand at mzcircunt spacing of IcaV o c Camector places shall be mamiflmited frm 20 ONF hoi dipped gahanud sted coedits ASIM A 653. Grade 40, =§= Giber iw shown FABRICATION NOTES Prior to rirh thefabncata shall mien this draping to \cif) that this drawing is in conforntance nub the rabriatoes plain and to red= a continuing respormbihp for srrch nntfrcaum Arty diueparcio are to be pal in %sung before =mng a fabnmtmn Plates shill not be Installed me knothles, keno or distorted grain Members shall hail for tight frtung \\cad to nod boring Connector plates shill be loath on bah cons of the tom \nth ru is fWly trcbcdded and shall be s)m .bad the joint idea ahn\rse shm\n A 50 plae is 3' wide s 4' tong A 6\11 plate u 6' aide t t' long Slao (hula) nm parallel to the place length specs Double ads on net, m®bm shall ram in the mmad of the webs uWess ahanise dionn Comma plate sim are minttmnt dim based = the form shown and ma) need to be massed for asurc mdhvg aod/a eimi= Icrcnea This truss is not to be Uturiaud Pith rim munition treated himbu unless othanise sboan For additional ndomtat® on Qualit) Control tiler to ANSVrPI 1-1995 PRECAUTIONARY NOTES All bracing and armed raowoeidouom as to be fo0ond in occord., %nth oatpod industry publications. Tnisses are to be handled nuh particular art during banding and hulling. ddi\cq and irmdlalionto void damage Tercpomry and pem—cru bracing for buldrcg tomes m a straight and plumb posiuon and for mining lateral forces shall be designed and ensulkd by others Caef d handling is essrr,,h and anti= brans{ is dua)s tainted Narnul precamiomry adsoo fa tnuses requires such teinporor) bracing during iaa. u.smm bdnm tomes to moil toppling ad ' dmninoing The supmism of aention of tn® shall be under the coot of pe tan mperiasad in the iastalldm of comes. Ptofasmal adna shall be soughr If traded. Cmrmuaim of dmsnvi= to.& Peaier than the design Inds shall ore be applied to tmssa it any time. No lends other than the %eight of th manors slap be applad to trusses =1 after W fawning and bracing a TC: 2x 4 SP 02 BC: 2x 4 SP Q2 MULTIPLE L0ADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-31/0, BOT CHORD 1-3=0/0, EXCEPT AS SHOWN PLATES ARE MiTek MT20 LMaronda Systems I 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE tw005006e 267 Medamon PL Chufuota, FL 22766 Unbalanced load case(.) have been checked. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq= 1 MAE. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift T Type 0- 1-12 1 175 119 -279 B Pin 2- 11- 4 1 67 92 -169 T Pin 2- 11- 4 1 62 0 -27 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 3- 0-0 Joint Locations 1) 0- 6- 7 3) 3- 0- 0 2) 3- 0- 0 4) 0- 6- 7 WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Hzt= 1.0 Bld Type= encl L= 44.0 ft Won 3.0 ft Trues in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -31 0.24 A 1- 3 0 0.19 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.02/xxx 0.01/zxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxz = -0.01 Long term deflection factor = 1.50 2 6. 00 C/ L: 2-11- 4 Attach with (2) 67M 1.50" 16d Toe -Nails P q 175H 3.50" 62ft 1.50" 3- 0-0 4 3 1- 0-0 3-0-0 110- 11-11) I1N( i : ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ING CONTRACTOR. BRACING WARNING: shown = this drawing is out accaiot bracing aid braaog, portal haang or similar pacing %txb is a pan of ling design and It brch =m be mmiciertd b) the building designer. Bradng shm\n is for lateral support of cuss I cad) to nice hrthng knidu Pnnisms =m be made to anha Iatcnl bracing at ends and specified t dtetermind b) the building designer. Additional bracing of the mcdl nmdure ma) be tainted (Sec HI&91 a spmBc truss bracing regV ranealso=ua budding desigm.fTntss Place Inside. TPI is loosed at 583 to Dmc. Maths Wisconsin 53719) era E ngiomiug b): Taus Eogiarring Co . P.A, Sit So —kids Rd. Edenton. NC 27932 1-10- 3 Attach 'ith ( 2) 16d TdcNails Over 3 Supports Scale = 0.5899 Eng Job: WO: WINA4 Dwg: TI: J2 Dsgnr:TLY Chk: 7/20/2006 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 Analvais Profile Path: C: WINA4\WINCHESTER A 4\J2.orx Job: WINCHESTER A 4 Customer:10i UPLIFT D.L. WO:WINA4 TI:J3 Qty:6 DESIGN INFORMATION This design if for an indnid al building cacripacen and has been based can information praidd b) the drat. The deeper dasrlatms asp responsibility for tVmges as a result of tautly or ircarrca information, speciflmoaro andlor designs furnished to the truss designer b) the diet ad the correctness or accwoq or this informatan man ma) relate to a spank prva will mumps no spcma,b,p or erases on, control with regard In r lneggl.. hutdti- Shipment and in 11,im of trusses This rum hues been ds , as m and -dial budding mnlpanmr in aoaudince with ANSM71 1.1995 am NDS-97 to be inmrponted n pan or the building design q a Building Designer. When mined for approral bl. the bmldmg dsgner. the design landings shown outs be chald to be sure than the data shorn are to age®cat nith the local building codes. load elimmic records for rid or morn lands. proJ<st speaftatinm or special applied loads. Unless shoraA tnus has not been designed fne storage or ocsl ptoq hoods The design amnnes mmpn>aoo chords (cop or bouom) arc omtiono rsy brand b) sheathing tmkss olhen.ise specafhri When bottom chords in 1®L m are no full braced Isendl) h a propel) applied rigd 61-1, the) th im be braced u a ma —spring of 10.0 o e Connector planes shall be manufactured from 20 gauge hot dipped phica d stal mining ASTN1 A 653. Grade 40. unless othcnslm shorn FABRICATION NOTES prior to fabrication. the fabricator shall muss thus drawutg to ,va) that this lowing is in eaolmmme with the Obriotor s Plans ad to readier a tmtimtiog respomvWsp for tarp —1matrim. Any aisrepamdes are to be put in .tiring bda a sidling or lidbrieuioa Rues shall out be milalled ova kmthola, knots or dtstond Plum M®beas stall be ad lne tied filling nod to umd bearing. Connector plats shall be located on bah faces of The truss with units fully imdrddod will shall be rym about the jointunlessothmwtse shorn. A 3cJ plate is 5' urdc c J' Img. A 6ca plain is 6' ride a a' long. Sloss (boles) run paralMJ so theplate kogtb spatfred Double cuts on rich teem. shall rum in the omtroid of the vela calm othauise shun Commmor plate arJes um mtniomm sizes based out the lneeas shown and root) nee to be increased for certain handling mdlor elation same This truss a tta to be Cabriamd with fire re ardane ucald htmber unless othnsix shoran. For addtdanal rnforoasuan on Quulrry Cantml refer to ANSVCPI 1.1993 PRECAUTIONARY NOTES All braaug ad erection m amoaadanimn are m be foBmld in accordan¢ wlth accepted industry pianist out Tema are to be hadlm with parssmlu sere dtmng hmdtni sd bandjuiL delrsay sad imtalWioo m nnrd damage Temporaryad permaam booing lne bold.{ tnmrs in a stm & ad plumb poste sad for rmnrmg lateral leroo shall be designed ad ussalld by others. Cardol M.Nmg is essmt , and enaon bracing a usla) s rowird Noruld psmutioanry action fot trtmn regmres such temporal lu ang doing unnallawo between mimes in and toppling sell domimag. he supml of erauoo of utmes shall be under the cmtsd of persons ecperlmcid in the ttmalluioo of tntsses. Professional ad%= shall be sought if traded. Cosrammion of cormsrnstm lands gsener than the design lands shall not be appled to trusses at an) lime No (ands other than the wa& of the elections shall be applied to trussesumil alterall fawning r d btadog is TC: 2x 4 SP Q2 BC: 2x 4 SP N2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-11/0, HOT CHORD 1-3=0/0, 1-3-2 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Unbalanced load case(s) have been checked. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cgea 1 MAX. REACTIONS PER BEARING LOCATION----- Z- Loc BSet Vert Boriz Uplift Y Type 0- 1-12 1 89 40 - 158 B Pin 0-11- 4 1 23 33 - 58 T Pin 0-11- 4 1 21 0 - 7 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE oint Locations 1) 0- 6- 7 3) 1- 0- 0 2) 1- 0- 0 4) 0- 6- 7 WndLod per ASCE 7-02, CAC, V= 125mph, B- 23.0 ft, Ice 1. 00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl I= 44.0 ft W= 1.0 ft Truss in END zone, TCDL= 4.2 psf, BCDLea 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE.. CSI. 1- 2 -11 0.03 A 1- 3 0 0.02 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I.Span 0.00/999 0. 00/999 2-1 Boriz. 0.00 0.00 NA Max DL Deflection L/999 = 0. 00 Long term deflection factor = 1.50 1-0-0 1 2 Attach with (2) 6. 00 16d Toe -Nails C/ L: 0- 11- 4 23N 1.50" 314 0-10- 3 0-4- 3 Attach with (2) 16d Toe -Nails 1-0-0 1-0-0 RO-1I-11) 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 Brmog shwn on toes dating anal m l crion busting. wed bracing, portalbracingor sins lu brrcmg %loch ism pan of the building design ad which sons h mnsdcrd h the btuldoy designs. Bracing shown is Cor Literal soPpon of truss manibers sal to rah bmc Lng length. Prmtions ream be nude to anchor lateral brcog in cods will spaified locatiau determined b) the budding designer. Additional bmang of the overall struchrrm ma) be required (Sus HB•91 of TPI) For specific Imss Waang requira®m calm buildrag designa.(Tnm Flue lustsmc. TPI is located at 593 4005 MARONDA WAY DOnufro Dort. Madison. Wd>caasdn 53719). Sanford, FL. 32771 Compoonm Engirecina, by. Trial Engtommg Co. P A, gig wwr=dc Rd Edavoq NC 27932 407) 321-OD64 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE $F0050068 367 MedaMon FL Chutuotq FL 32766 Over 3 Supports Scale = 0.7294 Eng Job: WO: WINA4 Dwg: TI: J3 Dsgnr:TLY Chk: 7/20/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 naf v4.7. 32-60325 I 'Job: WINCHESTER A 4 Customer:10$ UPLIFT D.L. WO:WINA4 TI:JGRD1 Qty:3 ' DESIGN INFORMATION Thu dsign is for an idnidml building umrponew ad has been based on information pro, ided b) the diem. The desitoer drsdarms ar0 repomsbilay for dantaga m msull of fend or incurred .forme ion. specir=mns adlor designs huoislyd to the inm designer by Ih client will the corsmness in cause) of [bus .formation as a am rc.We. a 1peedk pr a ad nsgts W responub,hr) or eacrriso nc control rich regard. fiMiuwR handling, shipment and installation of tomes This trued has bean designed n an mili,idtal building component in amurdancc pith ANS Vrl4 1.1995 and NDS-97 to be incorporated a pus of the b.ldsny design by a Building Designer. When mend for apprmal b) the building designer. the design loadings shorn onm be checked. bo sore that the dataShane ate m agerment neth the local Wilding codes, local dim irc records for wid ur - bads. pro0 spmGcalions or special applied loads unless shown tern has not been designed for sera[[ or occupant) loads. The design assumea rnmpressm chords (top or bottom) are amrmausry. Mooed b) sheathing undm other ire speuafud Where bottom chords in vnraoo are rat folly braced Wmlh b) Pmpdy appl ngd -ffi.& thg should he brood a1 a atacimrm gating of I V-0' o c. Ca crtor pWo sbaH be maan6cmed foam 20 gauF boadipped phaniad sled mmrng ASTM A 653. Graft 40. unless otberwise shwa FABRICATION NOTES Prior to fabrrnnoq the fahrica t r shall miss this dmwing to, eril that this dmu%is in conformance mth the fabrraor' s plain ad. realm amimning respo®Wn0 for such senlicamn Ao) n w+ are be p. in %ling before coaung or ftnt^r Bata shall oa be -mulled over knotholes. tops or dmond gain. Members shall bead for 6& funmg trod . need hearing. Cannata plate shall be located on bah faces of the truss wuh .its ft* imbedded sod shall be qa about tee jam mdm aMoise shwa A 5e4 plane is 5' wide s 4' long. A God plate is 6• sift a 9' long. Slots (holes) red parallel. the plate length specsHrd Double ens on web members shall incid as the otmsad of the neln u othernase shatr Connector plate rams am intimater rims based an,ha forces sharse and ma) reed to be 1n,actsed fur cenain handling and/or uecuon stresses This buss ism to be fnbria,ed with rim retardant treated lumber ,calm of ,mast shown. For additional information on Ouabty Control term in ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing and eseaim raaamend tsom are . be follows In aaondanee Pith aaepted industry pubbauoni Trusses am. be hadld with paNa1W sue during boding and hurdling. ddner) and insinuation to nod damage Temporary ad paw m bracing for holding.uscs in a stuaight and plumb position and fa meting Wend foe shall be designed and installed b) clhem Carefd handling is manual and cream branng is alna)s required Normal pr®aiaar) action for bursa requires such tenponar) bracing during msui tatatl bcm= busses. nod toppling ad domoning. The sup-wonof erection of tnsssa shall be under the control of perms espersenmd in the irtsullamm of bursas Proliessuonal ad,ia shall be so.& If needrd 170110CM11111012 of consemae o Loads greater than the dingo Inds shall not be applied. trusses at any time No Toads other than the uv&W of the erectors shall be applied . trusses until idler all bm-ing and bracing u TC: 2x 4 SP #2 BC: 2x 4 SP A2 WE: 2x 4 SP A3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This hip jack truss has been designed to carry open-ended jacks. WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 44.0 ft W= 9.8 ft Truss in END cone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 206 0.07 C 4- 3 -152 0.25 C 2- 4 825 0.27 C MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift S Type 0- 5-11 1 284 281 -592 B Pin 9- 8-13 1 536 0 -326 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 613 0.46 C 6- 5 -754 0.25 2- 3 122 0.36 C 5- 4 -752 0.33 Pint Locations 1) 0- 0- 0 3) 9-10- 1 5) 5- 3-11 2) 5- 3- 11 4) 9-10- 1 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLP From PLF To TC Vert L+ D -11 -1- 5- 0 0 0- 0- 0 TC Vert L+ D 0 0- 0- 0 -88 9-10- 1 BC Vert L+ D 0 0- 0- 0 -76 9-10- 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-607/613,2-3=-50/l22, HOT CHORD 6- 5=-754/560,5-4=-752/549, Webs 5-2=- 37/206,2-4=-603/825, 4-3=-152/ 18, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 10/999 0.10/999 2-1 Horiz. -0.01 - 0.02 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 9-10- 1 1 2 3 4.24 2x4 284M 11. 31" 536# 2.50" 9-10- 1 6 5 4 1- 5- 0 9-10- 1 RI-4-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3929 WARNING: Eng Job: WO: WINA4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: JGRD1 Laronda Systems Bracing sha,roon.isdnwangunoaaedsonbracing. oidbnang.pone)bndngorsonWbracing Much uopan of Ds r'TLY Chk 7/20/2006 he building dmp in and whichmheconsidemdb) theMindingdesigner. Bracing shown is for lateral suppon of irons manbers oil to rduca bucMwg length Prnasiom cum be made to anchor tatera bracing a ads and spmfud I.. determined b) the burbling desigov Additional Ong of the maall an aue ma) he raptured. (Srs RIB-91 TC Live 16.0 psf Lbr DF : 1.25 of TPI) For spss;fie sans b adng nquisanc"'s. comics budding dmgc. frriss Rate Imes` ne. TPI is located V S33 TC Dead 7 . 0 psf Pl t DF : 1.25 4005 MARONDA WAY DonofrioDrise.bial- Wisamn53719) + p Sanford, FL. 32771 Component Enguednng by Tom Eagtor4unng Co. P A. 3l$ Sc dsufe5 ltd. Faenton, NC 27932 BC Live 10.0 psf O • C .: 2- 0- 0 407) 321- 0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE p0050068 BC Dead 10.0 psf Code: FLA 367 Madamon FL Chiducita, FL 32764 1 TOTAL 43.0 psf v4 . 7 . 32-60326 Design: Matrix Analysis Profile Path: C:\TEE- LOK\Work\Jobs\WINA4\WINCHESTER A 4\JGRDl.prx I I I Job: WINCHESTER A 4 Custo2mer:30# UPLIFT D.L. WO:WINA4 TI:JS Qty:7 DESIGN INFORMATION This design a for an irsdnidtd Wilding corrWmm and has been hard ne mfora mloa pra;ded q the clsm. The designer 6-1,ims any responsibility for damages as a twill of DWI) or incoricet infornuuoq spemfiatioos and/or desipa furnished to ftutm designer by she clam ad the mrcnnca a amtrx) of this tafamattne as it may relate to a specific points and atzepn an sepooaWsq or aerie ou coed asth regard to fi urea io¢ haml -a sat ad-211.rof time Tba trim has b® designed as an ird-dual banding compnoer t in aavrdanee asth ANSVI71 I-1995 lid NDS- 97 in be incorporated as port of the Wild--- design by a Budding Designer. Who mined fa apprmnl b) the bmldm- dr9goc. sbe deign londnnp shoan rrmn be check to be sane then th data sboun am in agreement nib the local buildmS codes, local climatic to=& fa nand or moo loads. pro)ess spadiaions or special applied Mods Unless smt. um has m been designed for storage or omrpaaq Icodt TLC design lmrrnef ampesion clmds (top or boom) are condor nntnh. bread by -bathing unless otherwise speafiied. Where bonne chords in rentim are m wh braced inesal13 b) a propcly appl, dgd mho& Ibe) should be btncod me miVnmm quciag of 10'-0' o c. Cooneetor plates dull h mamdartmM from 20 Paige hot dipped phinimd steel matins ASTM A 655. Grade 40. mnless other ise slam. FABRICATION NOTES Prig in Nbrh come, the bbriata shall mien this drauang to %z* that this drataing is in tsadaaunts wrth the bla natufs plans and to rends a Nolinning respmaWlit) fa such %vifsatioa An) auxpacia are to be patnn siting Wise rating a bbriatsm. Plata shall m be installed mer kaathola, knots or distorted groin Mmbim shag be m fa light fitting wood to nood baring, Connector plate short be located an both fain of the trim with mails f tU) imbedded and shall be s) m. about the)oim unless otherni: shown A 5t4 plate is 5' nude .t 4' long- A 6a plate is 6' Hide t k' Mat& Slots (hot.) tat paullat to the plate length specified Dottie crm an ueb members shall man at the ramroid of th orbs unless ah-- slim. Connecsnr plate sirs as -.- sines based an the form shorter and me) coed to be increased fm cermnn balling ad/or erection stsesxs. This aria is m in be fahsiatd nath rue retardant treated hmiber umlea othrnshin. For addntaonal form namnon onQuethtseCommlrdctoANSVIPII-1995 PRECAUTIONARY NOTES An badng and cmton raammelmiom are to be foHmd in accordance pith Kcgx industry pbhtwws. Tressm are to be handld with pnniadar care druity handing ad bundlin& dcr w) and 1-11atmn to nvid damage Teagxruy aod permanm bracing fa bolding trasan in a maight and phemb position and fa resisting lateral fain shaH be designed ad iastalld by othn Careful handling is es>mttal and actin Wadng is alna)i requirw Normal precautionary action for trusses regmra tench temporary brsdag bsrtng io9aHatmn Wsaea tnsae to avid toppling sd d®iraing. Th stipersisimn of ermion of tnrim shaH be odes the coed orpssons a ewe nced inth insallatsm of trusses. Professional dsia dull be swglo if needed Ccacentatmo 9fcoestnctiom loads grater than the drop leads, shall not be applied to Inures at sat) time No Mods older than the neted of the ereetm shall be applied in trusses limit arm W lho- g and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-523/588,2-3=-59/15, BUT CHORD 6- 5=-722/474,5-4--640/387, Webs 5-2=- 210/261,2-4--443/803, 4-3=-37/ 89, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 02/713 0.01/999 2 BOriz. -0.01 - 0.02 NA Max DL Deflection L/999 = -0.02 Long term deflection factor = 1.50 4-3-2 0-4-3 Unbalanced load case( a) have been checked. MULTIPLE 14ADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for rind. WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 44.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 588 0.32 A 6- 5 -722 0.20 2- 3 -59 0.25 A 5- 4 -640 0.11 Joint Locations 1) 0- 0- 0 3) 7- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 7- 0- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAZ. REACTIONS PER BEARING LOCATION----- E-Loci BSet Vert Horiz Uplift 2 Type 0- 1-12 1 347 287 -356 B Pin 6-10-12 1 301 0 -469 8 B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 261 0.08 C 4- 3 89 0.13 2- 4 803 0.20 C 7-0-0 1 2 3 6.00 3. 00 2x4 Attach with ( 4) 16d Toe -Nails 2-10- 3 T Attach with ( 4) 1-0-0 16d Toe -Nails 0-3-8 fq 347H 3. 50" 301 # 2.50" 4-3-8 2-8-8 6 5 4 Wit, 7-0- 0 R0-I1-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4362 WARNING: Eng Job: WO: WINA4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: JS L etrondd SysteMS Bracingsboonantbisdmtingnmmctionbnay.nwdbracing, portal bradnar Lair cmA tkla°a pan of Ds :TLY Chk: 7/20/2006 the budand omit dingdesignawhichbeconsideredb) th boldingm destgoer. Bracing sev is for laicalmpponof trim gnr embers oath a r I bulling length. Prmisioea cost be made to amchm lateral bracing at ends and speceiftd loa,dns determind b) the bmldmg dmV= Additional bracing of the menH structure ma) be required (see HIB-91 TC Live 16.0 p9 f Lbr DF : 1.25 4005 MARONDA WAY o0 oirFor ntauss tbwingmquSI ng(T•lovrme TPI a Moms at593 p Plt DF: 1.25 is TC Dead 7.0 sf Sanford, FL. 32771 component Emprsmsug b). Tea Eat-meena- Co. P A. 818 Scummy -PA Edm-NC 27932 BC Live 10.0 p8f O.C.: 2- O- 0 407) 321-OD64 Fax (407) 321- 3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE a0050060 BC Dead 10.0 P sf Code: FLA 367 MedilBon PL Lhuluota. FL 32766 1 TOTAL 43.0 psf v4 . 7 . 32-60329 Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobe\WINA4\WINCHESTER A 4\JS.prx Job: WINCHESTER A 4 Customer:109 UPLIFT D.L. WO:WINA4 TI:JS1 Qty:2 DESIGN INFORMATION This drip is for an indnidual huihiin{ compoow nod fin been bad on information Pmiided b) lh drm The deapa dudaims M usponsdallq for dmmga W a rmh of adty or inmrreo informaum spwflmlms and/or design famished to the unss dmipa lit" the diem and the aateanm or at CMK) of this infomuatlon a n may relate to a specific , I nor steeps ono ncsponaaliiy m G,anSn oo ooct nnlh reprd to fibnosiosl bandlins, shgmxo am installation of hussy This trim bas ban dwgad u an nmhianal htuldmg coin in aommams pith ANSVr?l 1-1995 and NDS-97 to be umporaud in pan of the building nksip hf a StuWnna Dmpa. Whm minim for approtas b) the l.ow.ng dcsi&-. the deapn lmdimp shown nor be chmkad to be tiro Ihm IM dais shah. = in a{eRmenl Pith the local building ecdm local clinimw rRLrdf fa vim or stun Inds, peon speriDmliam orspecial appum load.. Unlm shown, bass hu not ban dai{md fa eaorap or o gym) loads. The dmgn assume c. mprmron chords (top or bortoro) are afnnrowsl) bead b) shmlhing onku olhem,w spmflm Whew honor dmrds m Into. a not nip broad Ulemlly by a pipe.) appliod n{id mlin& thq shooh! be heamd m m> ummm Wmog of l(Y-0- o c. Connor plain shall be man. C,=.d loom 20 pugs hm dipped ph..irm pal meeting ASTM A 633. Grade 40. uplm od-im shone. FABRICATION NOTES Prior to fabm th nmtie W= m shall min, dos i.to - 6 thin this d,a„ing u in conformanm mith the fahnamlGrs ptam am tosplits a =, ming responsibrbry fm sash , Txation. An) di Cf wK M art to be palm canting before mating or fabrimism Plain shall ant he inaallnd aw kmlholn. kitas ordistorted Vain Members shall be ma fortigm filling oom m mom bean& Caaasaor plain shall be located on bah aim of the trim with n„b fill imbaaaed and shall be rid nbaor the jam unlm Olha.tR shown. A 5s4 plate is 5' olds x 4- Imj. A 6,{ pl= is 6' vide x {' low& Sias (boles) nor pnnlld in the plate knob spmrm Doubk cons on web members shall nor at the axumid of the webs unlm aba.;sc wow. Cammor plac sews a < niminonm sin bum on the faro shoo. and ma) wad in be imn:d fa oenaip hamlmg and/or amm am Tana ttlm Is na lobe bbrkal oath lim rnatdim tivim hnmha unlm cdi tit: shoos. For additional information on Qualily Control mfa to ANSVIPI 1-1995 PRECAUTIONARY NOTES All baang am anion nmmnendmiom m m be fod-d in ewwdame milli nomPled irA=lr) pmlmuom Truss see to be h. dkd milli pmsmdm case during handing and buodlins diner)• and installation to n.id damage. Temporap and Pawmm bracing lot holding utisse in a stmi& am plumb position and for rai9mg brad form shall he daigad and mmalkd by odten. Caters handling is emnual am aeaion bra¢.µis .Ina)¢ regmmd. Normal p=Wonmy anion far trusses megmres mch mitponr) bntong dune{ amyl Wimp bameeo tames in add toppling and aominoin{. The mpa isiw mf yarn. d itnfm shall be uma the imuml of persons a par iiwd in the n•! of umssi& Professional a&= shall be sought d meede Cmocrosmion of omamaim Inds gnats than the desip Inds shall not be applied to uusses at any lime. No loads aba than the nagm of the anion shall be ppliand bradng is coniliki TC: 2x 4 SP 92 BC: 2x 4 SP 12 WB: 2x 4 SP e3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=-313/478,2- 3=-71/7, 3-4=-124/70, HOT CHORD 7- 6=-662/301,6- 5=-34/38, Webs 2-6=-257/621,6-3=- 162/114, 5-4=-163/272, 3-3-2 0-4-3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for rind. WndLod per ASCE 7-02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 44.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 paf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 478 0.19 A 7- 6 -662 0.14 2- 3 -71 0.16 A 6- 5 38 0.12 3- 4 -124 0.15 A WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 2- 6 621 0.19 C 5- 4 272 0.10 C 6- 3 174 0.06 C 5- 0-0 6.00 3.00 Unbalanced load case( s) have been checked. Joint Locations 1) 0- 0- 0 4) 5- 0- 0 1) 0- 0- 0 2) 2- 9-13 5) 5- 0- 0 3) 4- 3- 8 6) 4- 3- 8 In -Plant Quality Assurance with Cq= 1 MAE. REACTIONS PER HEARING LOCATION----- Z-Loc BSet Vert Horiz Uplift I Type 0- 1-12 1 261 333 -330 B Pin 4-10-12 1 215 0 -409 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt( s). I. Span 0.02/999 0.01/ 999 3 Horiz. -0.01 -0.01 NA Max DL Deflection L/999 - -0.02 Long term deflection factor = 1.50 Attach with (4) 16d Toe -Nails 1- 10- 3 1- T 0 Attach with (2) 16d Toe - Nails 0-3-8 261# 3.50" 215a 2.50" 4- 3-8 8-i 7 6 5 V 1-0-0 6 5-0- 0 V 110-11 - 11) 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: M a ro rid a Systems Brodng shown on this drain{ is na yahoo bracing, mind bnang. portal bmog a umdat boriog which is a pan of Ds gnr : TLY Chk : Ne building desi(p and which openbeoonvdendb) die bmWnmg slmper Bracing shown is fa lawal mppm of trim ramm. onh mam` reb.ckl.ng kngth. P.mium anmhe made ro.orbs btaal brawn{ at ems and W=rim TC Live 16 . 0 psf loons det-ed b) the building dmam pa. Almnal bmawe ng of menumnue sumu) be rc#rod (Ss. Hu)-91 PofTPI) Forspmrtctrussbran{ regmmams, coned mulch devgmr (ram Pbte losutum, TPI is lomtad a 5u TC Dead 7.0 psf 4005 MARONDA WAY Dtinofrm Dri,e. Maduoa Wiscmnio 53719). Sanford, FL. 32771 Component Fnpnmingb)' Tnm Eugimenng Co. P.A. {1{ Sm-h PA Edenton, NC 27932 BC Live 10.0 psf 407) 321-OD64 Fax (407) 321-3913 TOMBS PONCE P.E. LICENSE 41*0050060 BC Dead 10.0 psf 367 MedaMon IL Ehuhlota. FL 32766 1 TOTAL 43.0 psf Scale = 0.4536 WO: WINA4 TI: JS1 7/20/2006 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-IAA\ Worx\JOD8\WINA4\WiNCHESTEH A a\ Jbl.prx Job: WINCHESTER A 4 Customer:10$ UPLIFT D.L. WO:WINA4 TI:JS2 Qty:2 ' DESIGN INFORMATION Thu design is for an todhidml building m®ponno ad bit been based on mftrmatwn praMed b3 the diem. The designer ductaims an) responsibility for damages n a result eif fmip or incorrect information. specifiatidn and/or design furnished to the truss designer q the diem and the curcetrices or aaauacy of this information a it ma) relate to a specific projrm ad aoogx rto respmmbrht) or exeretses m control pith regal to fabrication, handling. shipment and tnsulLvioo of tmmm Thu thus has been designed as an indnidnN building mmponloot in accordance i ith ANSVn4 1-1995 and NDS-97 to be ircurpormed a pun of We building design b) a Building Designer. When miss» d for ap{runil b) the holding designer, the design Wdmp sbuan mice be d—kea to be sure that the data shun are in agre went pith We local building cedes. local chinuic records for v,d or imam lads. projem syaifscatimu or special applied loads Unless shown truss has cal been designed fur stooge or o=upta3 lads The design naumes compremoo chords (lop or bottom) are ccaminu cus;4 braced by sheathing unless othemise spacified Where bonnet dew in nuncio, are not Iulh braced Lnernlly b) . piopert) applied rigid c6lioi Ibe) should be braced ar mamimum spacing of 10.00 o c Connector plan shall be mamsfadosed fi® IO gauge hot dipped gthwund land meeting ASTM A 653. Grade 40. unlm otbc iw shown FABRICATION NOTES Rim to fabrication, the fabricator shall mien this dnumg to %truly that this drmm roll is can conformance mitb the fabncaures phis and ul rcah.. crumu is respmsibihq for such merificatio. Ni) discrepancies cue to be pm in u nWill before cutting or fabncatiom Plans shall oar be imsaalled my knotholes, knits or dmortcd groin Membms Nall be car fm ugm fining nod to wood bearing. Comma plates shall be located on bah tics of the truss n,th mils full) iand shall be sym about the joim calm ialimise shoran A 5<4 plate is 5' wide < 4' long. A 6d plae is 6' aide < g' kmg Slats(holes) can parallel to the plate IcagW spea Double cans on rite membus shall cam at the omimd of the ad» nnlm rah— m sho n. Connector place sum are minimum sim based oo the form shun ad m• and to be ee moadfor Quoin hadling ad/or crectim stresses This u ors is not lobe fabntared uvh fire reurdam uaad tumma onlaa ahmmud c ean Foradditional udmmalnon m Qmhq Comm! refs to ANSVIPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection rcmmmcadaim tie to be fdlmed in a® rdmce uilh accepted inducer). publiaeas Tmas are m be hadled a,th particular ore during banding and bumling, deb%ery and msallamo to amid damage. Taoaq awnem rrpd pe+ bmnog forholdingIrma ur a straight and plumb postuon ad for reslaing Iaaal fors diall be dm9nod and installed by others Careful ladling is mrnual and erection bracing is almtns required. Normal preomaonaq• scum fa inisrs squires such tempma) bracing during mvalhtioo bancen uussa in maid wppliog ad dommmng. The rgenisim of maim of trusses shall be ads the cow of prim experienced in the mondLvtm of ummea Prof eau ml d%= shall he $at& if oaded Coorrau itim of eMMunaion IN& grata than the design Imds &ball cat be applied to tosses to my time. No Inds other than to utighl of the ct=ou shall be applied to musses until Not W 1—ng and brocing is dampletd TC: 2x 4 SP 82 BC: 2x 4 SP 02 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 32/0, BOT CHORD 1-3=- 14/14, TC. ..FORCE. .CSI. Cr .. BC. ..FORCE. .CSI. 1- 2 -32 0. 24 A 1- 3 -14 0.19 Unbalanced load caae(a) have been checked. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7- 02, CiC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 44.0 ft W= 3.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/ or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.02/ xxx 0.01/xxx 3-1 Horiz. 0.00 0. 00 NA Max DL Deflection L/ xxx = -0.02 Long term deflection factor = 1.50 2-3-2 0- 4-3 1 f 3-0- 0 1 2 joint Locations 1) 0- 9-13 3) 3- 0- 0 2) 3- 0- 0 4) 0- 9-13 User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cc)= 1 MAE. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Hori: Uplift Y Type 0- 1-12 1 175 126 -276 B Pin 2-11- 4 1 68 94 -169 T Pin 2-11- 4 1 62 0 -28 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 6.00 C/L: 2-11- 4 Attach with (2) 68# 1.50" 16d Toe -Nails 3.00 0- 3- 1 1 175P 3. 50" 62N 1.50" 3-0-0 4 3 1-0- 0 3- 0-0 R0-11-11) 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: Moro n d a System S Bracing damn onthis droning u our cre rim bracing, bracing portal bracing or stmilar bracing nhich is o pun of the building deago ad a bah must be oonsidacd b) the building dmgm. Bracng Bann u fm lateral mppon oftom members out) m red= buckling length Pratsion moss be made to am r lateral tracing at cods and spectf cd locations daermtand b) thebuilding designer. Additional bracing of the meraB unrcnue ma) be requrci (Sec HIB-91 of TPI),Fm speafte truss bracing mqw mems. contact budding designer.frnas plate lasmde. TPI is load at 533 4005 MARONDA WAY VOW— Dmc. bladiw0. Wismnstc 53719). Sanford, FL. 32773. Comp®i F.ugiomnng b)- Tim Ea-mi•vnrin Co. P A. 91gSoundsidc Rd. Fdmtor NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ft0050068 367 Med2Mon FL Chuhrota, FL 32766 Attach with (2) 16d Toe - Nails Over 3 Supports Scale = 0. 5064 Eng Job: Dwg: Dsanr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf WO: WINA4 TI: JS2 7/ 20/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 60327 I I Job: WINCHESTER A 4 Customer:10# UPLIFT D.L. WO:WINA4 TI:JS3 Qty:2 DESIGN INFORMATION This design is for an indnidnal building morpoomt and has ban based on informatim It midd b) the deco 73e design dodaims" ropmvbnht) fa damages a a r soh of faalq or iinfam:arcs spear —wens andla design famished to the teat designer b) the deco and the dananea a amuaq of this information as It ins) relate to Is specific pryt>v and soepts no respornab lily or e eraser ou control with regard to labrimnq hanang. dupmcot and installation of messes. This Inner has been designed a an irndnsdml bmldmg amponem in aocardana with ANSVM 1-1995 aced NDS- 97 to be incorporated as pas or the holding design b) a Building Deeper. When to imed for apprmal by the balding designer. the design tooetnp shone n na be checked to be tare that the data shmm are in apeeme, u ith the local balding codes, local climatic records for nib or sour loads, pmjen specili—W s a special applied loads. Unless shops Inns has col ban designed fa amp or oaupnoq lands. The design atsumo compression Nods (top or bolt=) one arntierausy braced b) NetWng unless othemtw spar id Where bosom chords to tension are not W) braced lausall) b) a proper.) applied rigid mien& the) should be braced at tattam- m space{ of 10'-0' o c. Couneaor plater shall be ma= tfidured from 20 page hot dipped phanimd and tea 1 ASIM A 633. Grade 40, unlm athernise shone FABRICATION NOTES Prior t Mricauoc the fabricator shall — this draping to ttnrf) that that drornng is in confot=aoe with the fibrsmoes plans and to reams a taaorti-g rerpormbiIII) fa such tvJrauon Any dtsaepaooes on to be pot in untrag belle culbng or frbrimsm Plates shall oa be installed my knotholes, linos or distorted gain Members shall be m fa light fitting mood to nood bearing. Connector plate shall be located an both fain of the buss x th ends fWly imbedded and shall be s)m abota the join unless otlennse shmtn. A 5%4 gate is V ode x 4' long. A 6s2 plat a 6' unde a t' long Slat (Mks) con parallel to Ili plate length spectferd Double sins on nib orembas shall treet an the aneroid of the nabs unless otheis rtteshoo. eaur4aa pale sit are minimum nag based on the form shone and ma) mod to be Intivsd for sawn handling and/orr cralim stress!. This truss a no to be fabrics nest fire reardam treated lumber -- less obtinise than. Fa ad hu ..I information as Quality Cooed refer in ANSVIPI 1- 1993 PRECAUTIONARY NOTES AB batting and cream reoommecda, are to be folbnd in snadn wit sooeptd indImq publications Trusses are to be handled with particular tare dun rg banding and bmdha& debt-) and tnsalW ice t n.id damage Te.rpotaryad puma-ms bracing fa hold--{ mates in a straight and plumb positron and fa raining lateral form shall be desngmd and ittsnikd by others CardW handling is —W and raatnm bracing a alum) -it rapdrd Normal precautionary atdlon far trims mGata inch lentp.ir) bracing matng imWL.non bertteen trusses to m.nd toppling and dommmag. The arpenisioo oferection d misses shall be order WE control of persons eVenenad In the IRSIalWmn of trusses Profavmal odttco shall be sougba if traded Concentration of camnnioo tads Baer than the chap Inds shall not be applied to tmssa an ace) time No kinds other than the adgW of the cream shall be applied to trsnses rand alter all Carmen all ad boating is TC: 2x 4 SP 82 BC: 2x 4 SP 82 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-11/0, ROT CHORD 1- 3=-2/4, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(a). I.Span 0. 00/999 0.00/999 2-1 Boris. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 1-3-2 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 Ccr-- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift S Type 0- 1-12 1 89 43 -174 B Pin 0-11- 4 1 23 35 -63 T Pin 0-11- 4 1 21 0 -13 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1'`T i 1 2 Unbalanced load case( s) have been checked. Joint Locations 1) 0- 9- 15 3) 1- 0- 0 2) 1- 0- 0 4) 0- 9-15 WndLod per ASCE 7-02, CiC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 28.0 ft W= 1.0 ft Truss in END atone, TCDL= 0.0 psf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -11 0.03 A 1- 3 4 0.01 6.00 C/ L: 0- 11- 4 Attach with (2) 23t1 1.50" 16d Toe -Nails 3x4 T 0- 8-1 0-10- 3 0-4-3 0- 2- 2 0- 2- ?ikttach with (2) 16d Toe -Nails 3.00 1 I 1- 0- 0 1-0-0 R0-11-11) 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: HEAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARRING: L a rotndaSystemSBracingslim- on this dining is notoubring,u ereon nand bnri g. portal bracing or LiouLarbo{ u Inch is a pan the holding desip ad x Wch a = be considered b) the burkbng designer. Bring shun. is for lateralsuppon of truss members any to reduce buckling length Prosisions win be made to =hoe lateral bracing at ends and spmfted Ittalons determined by the boddnng designer. Additional besting of the mvall strnetnte ma) be regmsd (Sec HIB-91 in; building dmpCcr.(russ plate Image. iPl is lood at sal 4005 MARONDA WAY of Drita Mason. bracing Sanford, FL. 32771 CompanionEngomiog by TrossEegmertog Co. P.A., tit Somaside PA Edwom NC 27932 407) 32-1-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 070050068 267 Med207on FL Chuhsofa, FL 32766 Design: Matrix Analysis Profile Path: C:\ TEE-LOR\Work\Jobs\WINA4\WINCHESTER A 4\JS Over 3 Supports Scale = 0.7438 Eng Job: WO: WINA4 Dwg: TI: JS3 Dsgnr:TLY Chk: 7/20/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 osf v4.7. 32-60328 Drx Job: WINCHESTER A 4 Customer:10# UPLIFT D.L. WO:WINA4 TI:JSA Qty:l DESIGN INFORMATION TC: 2x 4 SP 42 MULTIPLE LOADCASES -- This design is the Unbalanced load case(s) have been checked. Thu design ufmanindnidalbut" cooposticiatand BC: 2z 4 SP #2 composite result of multiple loadcases.-joint Locations has been based® iota,mtim itmided g the diem. The WB: 2x 4 SP #3 Right End vertical designed for rind. 1) 0- 0- 0 3) 7- 0- 0 5) 2- 5- 0 dcdg=, Im4,m anyresyammin)•tadonus, All COMPRESSION Chords are assumed to be WndLod per ASCE 7-02, CiC, V= 125mph, 2) 2- 5- 0 4) 7- 0- 0 6) 0- 0- 0 smmodfault) mincorrect odtothetrust ageria°" andla elmgta faaslyd m the thou simper q the clam continuouslybraced unless noted otherwise. H= 23.0 ft, Ics 1.00, Cat. B, Kzt= 1.0 F-xP • In -Plant Quality Assurance with C 1 Y q= andthemrrmdscar a¢wagofthus information asit User defined loadcases have been considered Bld Type= encl L= 44.0 ft W= 7.0 ft Truss MAE. REACTIONS PER BEARING LOCATION----- ma)rewemaspedflic 9 amoxepsno in this design. in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf E-Loc BSet Vert Horiz Uplift Z Type mWwmbili:)wc%cmimnoa'ad"ithnVWto FORCES (lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Req 0- 1-12 1 347 243 -274 B Pin fabrication, mmli"sse'pmcmand insWtou000fLr TOP CHORD 1-2=-769/517,2-3=-85/30, TC. ..FORCE..CSI. Cr ..SC. ..FORCE..CSI. 6-10-12 1 301 0 -273 B H Roll Thutmabmeandesigndnanitdn,dmlbuilding mmpoeainaccordance .,mANSVM 1.1993and HOT CHORD 6-5=-670/703,5-4--598/560, 1- 2 -769 0.24 A 6- 5 703 0.17 PROVIDE UPLIFT CONNECTION PER SCHEDULE NDS-97inbeincorporated aporrofthe Wilding design Webs 5- 2=-141/314,2-4--572/610, 2- 3 -85 0.22 A 5- 4 -598 0.27 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE by aBuilding Deugoer. When mic„dfar appro dq 4- 3=-94/154, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr GLOHAL MAX DEFLECTIO2iS--------- the buildingdeapra.thedesignloadingssbwumwbe 5- 2 314 0.10 C 4- 3 154 0.18 C LL TL cho*W to be sure dm the dam shours are in agreement orate the local building Ades. local dnmuie records fa 2- 4 610 0.22 C in./Ratio in./Ratio Jnt(a). mind or swum, hods, pmjea syatfturuom or special I.Span-0. 03/764-0.06/999 4-5 applied lauds Uulas shun truss has not been designed Horiz . 0. 01 0.02 NA fa storage or omrp,rrm loads The dmagn asmurza Max DL Deflection L/999 - -0.03 compression chords (too car bouom) are maimronsA braced q ca sheathing unless hornise WouBcd. Where Loa term deflection factor 1.509halo. cbords in term® are cam Rdq braced lmc W4q properly applied rigid mtrng. the) should be braced at maarmnm tpaccg of 1040' o.s: Cauieca plate slap be m+ T•rM•ecd fim 20 gauge bra dipped phamiad surd mauve ASTM A 653. Grade 40. tmless otherwise shor an 0- 0 7-0-0 FABRICATION NOTES Prior to fabrication. the fibsiata shallmiewthssdraovrg to soil) than this drawing is in cmfamana mitts th bbricatafs plain ud to teals a ccumimtin, noWescesibihn fa such , v,notion. Am ducavancies arc in be pm in -riling before cutting a f siolioo PLetes shall oe be 0as14.d hoer kmhol s kmss a dated grain. Mambos shall be ev fa light fining mind to -mod Waiting. Cones pt lies shall be looted on bah fain of tho tram with hods full) imbedded and shill be s)m about We join trees otherwise shossn A 5,4 plate is 5' made a 4' long. A 6,111 pLanc is 6' wide , I' long. Sias thole) ram parallel to We plate length specdud. Double cans an nil cambers shall oho in the centrard of the webs unless otbcrwise shomn Connector, plate sin art minimum sin bused ou the foam shoos and inn) need to be incrcased for oerwo lsandhog and/or erection sir® This cam is ace to fabricate -rah fire rdnrt = treated lumber unlea caber,nn shom n Fo addruo.0 mformatim on Quality Control afer to ANSVITI 1.1995 PRECAUTIONARY NOTES All bracing and aeaioo reoomendauom ue to be follou, d in accordance math accelm Industry Itubhotioo: Tomes as to be handle m,tb particular case douy hording and bundlivs ddner) ore to nod damage. Tempo uy ad perreaom bracing fer bddnng umes in a straight and plumb p®uou and for resming luerol form stall be daigted and - I'm q atom Cueful handling is essmral and eressim bracing is shsa)a repuue. No®l precautionary aa«m fin trusses requiso such temporu) bracing danW u 11- li w, bemco truss to n,ad toppling and domiming. The mpmismo of emaion of u sbafl he nee, the mm,d of persons oMe icrosl in the installation of trusses; Prefmroml ad%= shill be =01 of eceded Conaasmi® of 000amcs logs pie r than the design Imes shall oca be applied to trnmes at any time No Inds caber than the -CIjAI of the erectors shot be applied to trusses until alter all rutennng and bracing u completed 4-3-2 0-4-3 EXCEPT AS SHOWN PLATES ARE MiTek Maronda Systems 4005 MARONDA WAY Sanford, FL_ 32771 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50060 367 MedatMon FL 6hutuots, FL 32706 2 3 6.00 U- 0- o 3.00 0-3- 8f-1 347# 3. 50" 2-5- 0 4- 7-0 6 5 1-0-0 7-0-0 RO-it-11) gING: ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO PING CONTRACTOR. BRACING WARNING: shoran ou this drawing a not ceerian bracing. mind bracng, portal bracing or smile bracing ubieb is a pan of ling design and which curia be-sidered q lee balding dmgoe. Braerrg shown is fa lateral support of uuss S anI) to reuuce b=Umg length Protumm muuu W made to anchor lateral braent u ends lid sptmf ed s desermiad q the building desigoo. Addnioml bradcg of the merall structure 1» be required (Sec HIB•91 Fa spmfrc sum bracing requireencom moan building deseper (Truss Plate Institute. TPI u belied at 523 in Drhe. Madsmq Wisconsin 53719) zit Eoporamg q- Tram Engtmering Co. P.A., gig S-MRd Edenton. NC 27932 2x4 Attach with (3) 16d Toe -Nails 3- 3-13 Attach with ( 2) 16d Toe -Nails 0-6-6 M 301 # 2. 50" 4 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7. 0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0. 4193 WO: WINA4 TI: JSA 7/20/2006 Lbr DF: 1.25 Plt DF: 1. 25 O. C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA a I z,2-Amin Desicrn: Matrix Analvais Profile Path: C: Jobs \ WINA4\WINCHESTER A 4\JSA. Drx I l Job: WINCHESTER A 4 Customer:10$ UPLIFT D.L. WO:WINA4 TI:JSGRDl Qty:l DESIGN INFORMATION This design u for an indnidual balding component and has been based on information prmided q the client. The deager dnsW tin) r,;ponhMhly for damages as mull of fadry or inmrrm information. specificatmes editor design furnished m the cuss designer b) the chine and the mrmniea or aoaray of the, imformilco as it mry mime in a spmfic Project and accept on respoofl'bnlit) or aacises on control with regard In fabricatian, handling, shipment and installation of trusses. This truss has been deag.A n to iad.-And balding taimponau in accorcla •ct, oath ANSUTPI 1-1995 and NDS-97 In be ussaporavd m pan of the bawng design by a Building Designer When mimed for appnmal b) The baling designer, the design Loadings sbmm must be checked to be sod thin the data shoos a e in *V- uuh the loot dulling codes local diomic room . for used in sonn Landis, pry.. rymlintion sir spnial applied toads U Wm shows. I= has oca been designed far dotage or omgans7 loads. The design Intense, compression chards cop or bade m) are cormmms ) broad b) sheathing unless olhemise specEad Where banern ebods in I== are not ndy breed b terall) b) a property applied rigid caling, that) sewed be hraerd in. madmen spacing of 10Jr o c Connector plena shall be mamfaco,ned from 20 galip ha dipped gahvsined and mina- ASTM A 633. Grade 40. mkss othemise sbumm FABRICATION NOTES Rim to 6bricoton. the fobnaalor shall miss this dnnsng to -6 thin this dinning u in conformance nith the fabricators plan and to m alt2e a commaahg mwonsibrhq ram aim -ficam "discrep.mes am to be pm in waiting berme acting in Mrfutioa planes Wall not be inaWled UiC knclholes knot, or el-OrlM grain Members " I he an for tghr fitting wood to nood burin- Contra.. plate OW l beloard = both fain of to tnm., th cants rW4 imbedded and moll be rym. aban the ptm onlm otert- diem A 5<J plate is 5- aide s V Long. A 6%2 pLue i, 6' %ideas a' lonns Skis (haler) rim parallel to the plate lengh spcdfied Double sus om rim member, shall rim at the cammid of the neba calm chemise show. Connector pLue sine are m..imaot sera basil on the form sboon and m2) teed to be for orn, ia handling and/or cream a,mcs. This uva u not to be fabricated with m rcur am ueand lumber uden ahernix Amin For additional Information on Quality Control refer to ANSUTPI 1.1995 PRECAUTIONARY NOTES All Nmang and accuma moomencedahnm are m be fcamad in aenrdaaco nith Kc* induct) poWiassons Tnmo am to be handled otth particular cart during banding and burdlmg, delnery and intallasron In moil damage. Temporary and livmarmt bnnng for holding In® to straight ght andplumb petition and for resisting Imenl form shall be designed and is ll by other, Cuef l haidliog is essential and cream bracing is dna)i rcgmsed. Normal prrannlonary norm for tnma rellaro such temporary bracing during instillation ban® ahesm to maid toppling and dom icing. The mpenum of ma)on of troves shall be undo the control of palms In the immillaaoo of au,sca ProfeWoual d%= null be aangtu if needed Concentration of conaractinm Inds greater than the design loath "I and be applied 1. tn¢se at any ante. No loads other than to ndghl of the cream,hall be applied m noaes until after all faamtne and bracing is contain TC: 2x 4 SP A2 BC: 2x 4 SP A2 WB: 2x 4 SP 83 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This hip jack truss has been designed to carry open- ended jacks. WndLod per ASCE 7-02, CLC, V= 125mph, H= 23. 0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 44.0 ft Wer 9.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. TC. ..FORCE. . CHI. Cr ..BC. ..FORCE. .CSI. 1- 2 1026 0.65 C 6- 5 -1142 0.42 2- 3 90 0.42 C 5- 4 -1056 0.32 4-3- 1 0- 3- 15 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. Right End vertical designed for wind. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Ca= 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(a): 2,4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-930/1026,2-3=-44/90, HOT CHORD 6-5=-1142/885,5-4=-1056/713, Webs 5- 2=-260/359,2-4=-826/1128, 4-3=- 122/17, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 359 0.12 C 4- 3 -122 0.13 C 2- 4 1128 0.34 C oint Locations 1) 0- 0- 0 3) 9-10- 1 5) 6- 0-13 2) 6- 0-13 4) 9-10- 1 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 -1- 5- 0 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -88 9-10- 1 BC Vert L+D 0 0- 0- 0 -76 9-10- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Sant Vert Horiz Uplift 2 Type 0- 5- 11 1 284 280 -592 B Pin 9- 8- 13 1 536 0 -325 B 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 0.19/548 0.19/548 2-1 Horiz. -0. 02 -0.04 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 9-10- 1 I 2 3 4.24 2x4 2. 12 0- 4-) I I I I 284# 11. 31" 536M 2.50" 6- 0- 13 „ 3-9-4 6 5 4 1-5- 0 9-10- 1 R1- 4- 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Eng Job: Dwg: Laronda SystemsERECTINGCONTRACTOR, BRACING WARNING: BnangahonamWsdmuiagsmeratimbradrI&.,adbradry. ponalbmngar hritarbramgnheL'eapanOf the build.. - gin loand whichmull be consnderd b) de bat Wig designer Bnnag sbona is fm mterW mppon of muss Dsgnr:TLY Chk: Live TC Li16 . 0psfp TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 1 TOTAL 43.0 13sf members any to reduce b ckhng length Prim isiom must be made toanctaor [metal bract.- an ends and specified locations derertaincd b) the huddmg designer. Additional bracing of the mvWl ancmm ma) be rcquuced. (Sat H1B-91 orTPl) For specific coma bracing reynmemcros. coutaer budd- designer (Truss Plate lnaitoe. TPI is located an 533 D'OnWro Dmq Madison. Wimnsin 33719) Composicanl F-gio ern, by: Tim F_T••.criin Co.. P.A, $13 Somads•d- W Edmem NC 27932 4005 MARONDA WAY Sanford, FL. 32771 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE t WSM68 367 Mod2lBon PL Chuhiot' s, FL 32766 ne.i- - M.s- rir A.s1 -i,a Prefila PAth' C:\TF.E-LO1C\Work\Jeba\WZNAd\WINCHESTER A 4\JSGRDl.orx Scale = 0.3767 WO: WINA4 TI: JSGRDI 7/20/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA WINCHESTER l Job: WINCHESTER FLOOR Customer: DESIGN INFORMATION T7us deugo is fat an tdnidlal bolding oolopooml and has been bend on izdat win provided by the dicot 7be desigan dnsdaims any n spooamlity for damage as o read) of fairy of iocorrm infotruder, spe ifiatiom am!= deapa fvmhhrd to the unit desiper by the diem and the txnmanm or accuracy of this information s it 23 reWe to a 4.dfic proem and accept W responsibility or evtdse m control mth nerd to nb.i___ haMWL, shipment and insulladw of uossea This trim has been desiged s m indnidml bolding aumpoomt in accordance nith ANS11TPI 1.1995 and NDS-97 to be inmrporared as pan of the building design by a Building Dmgme. Wbm raiewd for appmal by the burelwg desig, er. me erdg dead p.b- ono be chcYrd to be cone that the don shown are in aV=meoi mth the local bdkhaS codes. loci drmatie records for wind a cow loads. pmjm spcnfl tr ns or special q0icd Icodt unless crown crest has not been designed fm storage or oeaapancy loads The design comma motprcmm chords (top err bamm) cone con minty traced by tbcathing coless otherwise specified Where boom ehmds to tens;m are m fully traced laterally by wopc4 appl rigid oiling. the) shmld be' ' at maxi® :pad.- of IV-0, o c Connoaar plate shall be m,m atm,d Dom 20 page bot dipped phadad steel meeiry ASTM A 653. Curie 40. unlest otherwise shown FABRICATION NOTES Mice to fabniatioq the blorrador shall rna this denting m ,v,fy den this drawinj is W ,Lb the fabricators plansad a realizes coati ng rerun®'biW) for sock -flottion. An) disaepands are to be pm in mmng bcf= arcing a Obriatim Rats shag m be iaaalkd ma kwknots or diaaned gram Members shall be ad fat uglo fitting wood to wood bearing. Cemmw plate shall be loaded no bah hat of the toss with outs [ idly imheedee and shall be sym .ism the joint unlm cabewis: bean. A 5%4 plate Is 5' wide x 4e Img. A 64 pbte is V wide x 2" lwnF Slots looks) arm parallel to We Plate lenph specified Double cos m web ®ism shall mat at the trmtoid of the webs mlm otherwise shor n ca- dor Plate sins are minimem sits based no Ne forts shown and may odd to be uocrcnd fbr main handling amiss ermim sln Tbh uoss anal o be h4riatd with fire retardam trolm hunbcrttolcsitabcrwssboau Far addnnoal intamaum oo Quahty Control refer to ANSITPI I-1995 PRECAUI70NARY NOTES All bracing and aVlmn reenmIDtndalloes ale to be folbnd in accordance with wcgx d tnA=ry pnbliatiom Trtosics ale o be h-M mth partimin are dmng hamnng and bnrdlmg. ddhwy am and ubracing for bolding turs inag mand potation am fa miming auralform shall be designed and installed by others CatdW handling Is essential and cmaon bracing td dwnys «suited Normal Ptmmionary mow for trusser rectutm soh temporary axing dmmng insallmm between tmas to void toppling and dominoiog. Tie agmidm of mecum of mats shallbe ume the control of persons mpe,cntm in the installation of trusses, Profemonal a&- shall be wags if awded Concentration of conww•+ton loads greater than the design Imds shall m be appled to unses it any time No loins other than the ucglu of the castors shall be applied to uvsss mul after W fastening and bronng is TC: 4x 2 SP #2 BC: 4x 2 SP #2 D 4x 2 SP 82 26-30 WE: 4x 2 SP #3 4x 2 SP 82 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. 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=0/0,2-3=- 3263/0,3-4=-3263/0I 4-5=-3862/80,5-6=-3862/80, 6-7=-3862/80, 7-8=-1590/1290,8-9=-1590/1290, 9-10--1590/1290,10-11-0/4823, 11-12=0/4823, 12-13=-1590/1290,13-14=-1590/1290, 14-15=-3862/79,15-16=-3862/79, 16-17=-3862/79, 17-18=-3862/79,18-19=-3263/0, 19-20=-3263/0, 20-21=0/0, HOT CHORD 34-33= 0/1997,33-32= 0/3890, 32-31=-80/3862,31-30=-669/2970, 30-29=-669/2970,29-28=-2253/0, 28-27_ 2253/0, 27-26=-669/2970,26-25=-669/2970, 25-24=-80/3862,24-23=0/3890, 23-22=0/1997, Webs 34-1 115/0,34-2=-2190/ 0, 2-33=0/1399,33-3=-231/0, 33-4 694/136, 4-32=-715/136,32-5=-39/141, 31-6=-398/0, 31-7=0/1454,7-29=-1757/0, 29-9=-271/0, 29-10=0/2466,10-28=-3106/0, 28-11=-283/0, 28-12=-3106/0,12-27=0/2466, 27-13=-271/0, 27-14=-1757/0,14-25=0/1454, 25-16=-398/0, 24-17--39/141,24-18=-715/136, 18-23=-694/136, 23-19=-231/0,23-20=0/1399, 20-22=-2190/0, 22-21=-115/0, Typical Panel = 30" TI: FA Qty:16 joint Locations 1) 0- 0- 0 13) 27- 1- 0 25) 32- 2- 8 2) 2- 9- 0 14) 29- 7-12 26) 27- 9- 8 3) 5- 3-12 15) 30- 3-12 27) 27- 1- 0 4) 7-10- 8 16) 32- 2- 8 28) 21-10-12 5) 10- 5- 4 17) 33- 4- 4 29) 16- 8- 8 6) 11- 7- 0 18) 35-11- 0 30) 16- 0- 0 7) 14- 1-12 19) 38- 5-12 31) 11- 7- 0 8) 14- 9-12 20) 41- 0- 8 32) 30- 5- 4 9) 16- 8- 8 21) 43- 9- 8 33) 5- 3-12 10) 19- 3- 4 22) 43- 9- 8 34) 0- 0- 0 11) 21-10-12 23) 38- 5-12 12) 24- 6- 4 24) 33- 4- 4 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 0 0.34 A 34-33 1997 0.53 Cr 2- 3 -3263 0.47 A 33- 32 3890 0.96 C 3- 4 -3263 0.53 A 32- 31 3862 0.96 C 4- 5 -3862 0.99 A 31- 30 2970 0.78 C 5- 6 -3862 0.80 A 30- 29 2970 0.67 C 6- 7 -3862 0.99 A 29- 28 -2253 0.87 C 7- 8 -1590 0.32 A 28- 27 -2253 0.87 C 8- 9 -1590 0.37 A 27- 26 2970 0.67 C 9-10 -1590 0.37 A 26- 25 2970 0.78 C 10-11 4823 0.70 A 25- 24 3862 0.96 C 11-12 4823 0.70 A 24- 23 3890 0.96 C 12-13 -1590 0.37 A 23- 22 1997 0.53 C 13-14 -1590 0.37 A C 14-15 -3862 0.35 A C 15-16 -3862 0.99 A 16- 17 -3862 0.80 A 17-18 - 3862 0.99 A 18-19 - 3263 0.53 A 19-20 - 3263 0.47 A G 20- 21 0 0.34 A C nCc21-9-4 C 11-0- 2 $-$ < 1 2 1130- 2 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 21 WO:WINF 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice atiffback on truss vertical. Partial Double Chord to be same size and grade as chord to which it is attached. In -Plant Quality Assurance with CT- 1.11 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(a): 2,7,10,12,14,20,22,23, 33,34 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift S Type 0- 3- 6 1 1034 0 0 B Pin 21-10-12 1 2947 0 0 B H Roll 43- 6- 2 1 1034 0 0 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 34- 1 -115 0.01 C 28-12 - 3106 0.32 34- 2 -2190 0.57 C 12-21 2466 0.49 2-33 1399 0.56 C 21-13 - 271 0.05 33- 3 -231 0.05 C 27-14 - 1757 0.44 33- 4 -694 0.11 C 14-25 1454 0.58 4-32 -715 0.18 C 25-16 - 398 0.08 32- 5 141 0.06 C 24-17 141 0.06 31- 6 -398 0.08 C 24-18 - 715 0.18 31- 7 1454 0.58 C 18-23 - 694 0.17 7-29 -1757 0.44 C 23-19 - 231 0.05 29- 9 -271 0.05 C 23-20 1399 0.56 29-10 2466 0.49 C 20-22 - 2190 0.57 10-28 -3106 0.32 C 22-21 - 115 0.01 28-11 -283 0.03 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt(s). I.Span- 0.32/800-0.67/376 23-24 Horiz. 0.06 0.09 NA Max DL Deflection L/711 = -0.36 Long term deflection factor - 1.50 1-4-. 0 2x4 W=3x6 W=3x6 2x4 1-4-0 3x4 4x10 2x4 3x4 2x4 3x10 2x4 6x12 3x6 602 2x4 3x10 2x4 3x4 2x4 4x10 3x4 4x8 4x8 4x6 402 4x14 Wec x6 4x6 4x8 4x8 4x6 W=3x6 4x12 4x6 Pq A pq 1034# 6.75" 2947# 3. 50" 1034# 6. 75" 43-9-8 4 A3 A2 Al Joig 8 6 5 14 3 2 C/L:21-10-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 IF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO EMaronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bnuing shown m tots droning is m eremon btacng, x,m bradoS portal hraong at simile bradry which is a pan of the bmldmg design and n tacit ono be considered by the bdldmg designer. Bracing shown is fat meal support of unm mmibers only o fech buckling length Pm m= ® be made to snoror aeral brodog at cods and specifi bmtms dd=imd by the bWdmg dmpa. AdchiaW brKmg cf the mean nruo=e mar be rcpdred (Sec HIB-91 of TPH.F= spear, trm bracing requirements. moon balding dsiger Runs Plate I==nne TPI is 6a 1 at 533 4005 MARONDA WAY D•Ooofro Dmc Madtso..Wsconsio53719) Sanford, FL. 32771 Componco Eopnming by. Tina p gimerin Co. P.A. gig Somdside Rd Fdemoa NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0r0050068 247 Media! on FL Chubsota4 FL 32766 Over 3 Supports Scale = 0.1513 Eng Job: WINCHESTER WO: WINF Dwg: TI: FA Dsgnr:TLY Chk: 3/8/ 2006 TC Live 40.0 psf Lbr DF: 1. 00 TC Dead 10.0 psf PIt DF: 1. 00 BC Live 0.0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 5.0 psf Code: FLA TOTAL 55.0 psf v4.7.32-45661 ueslgn: Matrix Analysis FrOZ116 Path: C:\TF.E- LOK\Work\Jobe\WINF\WINCHESTER FLOOR\FA.prx I WINCHESTER 'Job: WINCHESTER FLOOR Customer: WO:WINF TI:FA-G Qty:2 DESIGN INFORMATION This desgo is fa an &i&W Widin{ tmnpaem and has been bad an inlmmnm prmidd by the dent The desiper dagduw any rtspomi liiq ra damages as s result of faulty a it cco. mrarmatim specficia and/or designs furnished to the toss desip er by the diem and the or adz nac7 of this informeioo a a may relate to a spmfic Project ad adapts no respmn'hihry or exercise an ooauol witb regard to fabrialio,. hamdbn{, shipmetd ad t..w•u,.;.., of tints"' This trim has been designed as an indMdml baihlin{ mnpoocm m aorddame with AMU", 1.1995 and NDS-97 to incorporatedinporated a partof the builder{ doiga b) a Building Dsipv. When miewsd for apprv,al by the balding desigeur, the deign tawny shown oust be rb¢ked to be sure the the data shone are in apmnem witb the lout bdldin{ ends. local djmmk renrds for wird or sum, loads pryer speci0otiom a special applred loads Unless shone. trust has m been designed for swap: m oaaipancy lads The d sign assma nmpr®on chords (top m bottom) as common sly braood b3 shotbnng unless athsaise specilied. Wbere bottom chords m tenant are m Ihly braced laterally b5 a properh applied rigid culling. thg should be bead a a maimrm sfoctog of ttr-W o c Comma plate shad b: mnafic red brm m gauge hot dipped p hsmized steel weruvg ASTM A 633. Grade 40. miss, olhcra s shorn FABRICATION NOTES Prior to fabrnutisn the hbotor shall rsiew this drn ing to neat) that this dranin{ a to mnformna aith the fabricators phos and to realize a confirming rtstionvbibry for such ,aiLotlm AM discrepancies are to be put in venting bdm ctating a Gbriation Rate shall not be Installed ma kmbolm krou or distorted gain. Members shall be ad Ibr tight stung word to wood boring. Connector plates shall be looted on both Gas of the sum with nib 601y Imbedded and shall be s)m abaci the pm wnlm abowise shonm. A 5x4 plate is V wide a 4' hog. A 6%5 plate is 6' wide x M' Img. Sias (Inks) ram pealirl o tie pLue Imgh spesflal Double tans an wvbwebers shall urns a Ibe ecmmW of the wens mkm tb-- sh— Covtmur plate sia4 are mrulnam ass bad no the than down and ma) need to be ioQeasd rot certain haombq Sorer amino aressa This tsoa is m o be Dbrieted with foe resudam mend limber miss ahemdown For additional information n Quabry Control refs to ANS11"I 1.1995 PRECAUTIONARY NOTES All brad.{ and ermim secommendabom are to be folbned in aeardoree nith aaepted i sup publication Trtrsse are to be hanmd with particular cue dunoand l e{ bam{ mdbag. del—y and av+11— to nwid dareop T-7—y i d psmaamt brac,y for rowan{ trusses in a aright and plumb psuuon and for reasun{ lateral faces shall be devpud and installed b) others. Careful hurling is esmual tad eratsn brace{ u alus) i required. Norval precautionary don for Inn requumt such temporuy bradng down{ mvllatim betneen owns to vta,d toppling and minidong. The svpenisim oferi am of trusses shall be order the onto the d pasum crauiaced ranthetngalWinortwat Professional . hice shall be sought d needed Coeomtriam of enmtrvctm la ft Putt than the dcsiga loads shall not be applied to trusses a an) use No loads other than the nest of the ereclon shall be applied m u®mti aM a0 fa—ing ad bradog is aomplead TC: 4x 2 SP 02 BC: 4x 2 SP 02 WB: 4x 2 SP # 3 GBL: 4x 2 SP 03 aria CUTTING ONLY •agar All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/ Max Tension TOP CBORD Typical Panel = 30" Analysis based on Simplified Analog Model. In -Plant Quality Assurance with Ccr 1.11 MAE. REACTIONS PER BEARING LOCATION----- I-Loc BSet Vert Boric Uplift Y Type 0- 0-12 1 0 0 0 B Pin 43- 8-12 1 0 0 O B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE mint Locations 1) 0- 0- 0 25) 30- 3-12 49) 27- 9- 8 2) 1- 1- 8 26) 30- 5- 8 50) 27- 9- 8 3) 2- 5- 8 27) 31- 9- 8 51) 26- 5- 8 4) 3- 9- 8 28) 33- 1- 8 52) 25- 1- 8 5) 5- 1- 8 29) 34- 5- 8 53) 23- 9- 8 6) 6- 5- 8 30) 35- 9- 8 54) 22- 5- 8 7) 7- 9- 8 31) 37- 1- 8 55) 21- 1- 8 8) 9- 1- 8 32) 38- 5- 8 56) 19- 9- 8 9) 10- 5- 8 33) 39- 9- 8 57) 18- 5- 8 10) 11- 9- 8 34) 41- 1- 8 58) 17- 1- 8 11) 13- 1- 8 35) 42- 5- 8 59) 16- 0- 0 12) 14- 5- 8 36) 43- 9- 8 60) 15- 9- 8 13) 14- 9-12 37) 43- 9- 8 61) 14- 5- 8 14) 15- 9- 8 38) 42- 5- 8 62) 13- 1- 8 15) 17- 1- 8 39) 41- 1- 8 63) 11- 9- 8 16) 18- 5- 8 40) 39- 9- 8 64) 10- 5- 8 17) 19- 9- 8 41) 38- 5- 8 65) 9- 1- 8 18) 21- 1- 8 42) 37- 1- 8 66) 7- 9- 8 19) 22- 5- 8 43) 35- 9- 8 67) 6- 5- 8 20) 23- 9- 4 44) 34- 5- 8 68) 5- 1- 8 21) 25- 1- 8 45) 33- 1- 8 69) 3- 9- 8 22) 26- 5- 8 46) 31- 9- 8 70) 2- 5- 8 23) 27- 9- 8 47) 30- 5- 8 71) 1- 1- 8 24) 29- 1- 8 48) 29- 1- 8 72) 0- 0- 0 CM O N 00 43- 9- 8 C 1 2 3 4 5 6 7 8 9 10 11 113 14 15 16 17 18 19 20 21 22 23 24 Z 27 28 29 30 31 32 33 34 35 36 Q i 1-4- 0 2x4 W=3x6 W=3x6 1-4-0 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 2x4 20 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 W=3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 W=3x6 0# 1.501t Stud @ 1- 4- 0 0# 1.50" 1— 43-9-8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRARING TO BE GIVEN TO Loro nda SysteMSn ERECTING CONTRACTOR, BRACING RARNINC: Bing shun on this droning is m ermun brads{, vend brnong, penal bracing or simlbr bracing wNch is put a the building dsipt and a finch mug be conadcrrd b) the bmwmg dsiper. Bnscm{ sboan is far lateral support of um rn®. our) to red,— buckling lengh. Prmisism mug be made to otcftor latent brass{ or ends and specie, locations determined b) the building duper. Additional bracing of the merall sutciure ma) be r`tquued. (See H®-91of TPI) Forspemfm utter brads{ requir®uts cVmact buwmg dusger.(Tnus Plot Inaisae TPI is bated at 5113 4005 MARONDA WAY DonardoDn aMadovWuw®n53719). Sanford, FL 32771 Components Engioorm{ by Tans Enpoartog Co.P.A.. M IS Somdtiulc Rd. Edcm— NC 27932 407) 321-0p64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $ 00050068 I97 MedaDlon L Chulluofa, FL 22769 Scale = 0.1513 Eng Job: WINCHESTER WO: WINF Dwg: TI: FA-G Dsgnr: TLY Chk: 3/8/ 2006 TC Live 40.0 psf Lbr DF: 1.00 TC Dead 10.0 psf Plt DF: 1.00 BC Live 0.0 psf O.C.: 2- 0- 0TPI- 02/FBC-04 BC Dead5.0 psf Code: FLA TOTAL 55.0 psf v4. 7.32-45476 WINCHESTER I Job: WINCHESTER FLOOR Customer: WO:WINF TI:FB Qty:3 DESIGN INFORMATION This design a for an itdniEoal building co proem and has been based on infmrmti® prmide d by the client he dmga etlsdnims any rts, inaity for damage a a renal o<faulty or maerea inforrrtmloo, specifications and/or design fumahed to the truss designer by the client and the emmrnm M xsautm aqofthismrartioon it may rude to a spceiac pram and accepts no, respmuGhq or eQselses on moral ssth regard to hbriotioa handlini sbrpmed and IavalLviao of tirmc This Uess ball been designed n an indniduld budding mmporear in accordance sith ANSVM 1.1995 and NDS- 97 to be incorporated a pan of the budding design b) s Bdldmg llmgtn. Wben inierhd for appro\al b) the baBdung designer. the design i-brigs sbmm ® be rhrkod m W sees elm the don shoos tie in ag.mm ash the loaf buddingcodes. I=W e;,t¢ records for aisd or sum\ loads, pram speeiaatims or special applkd loads. Unless sbonn. tima bas net been designed for storage or occupancy lords he design assume; compression chords ( top or baton) are mminmad) bnrzd by sheathingunless otivaise spoeBe d Where broom chards in tenon m m fuly bruerd laterally by Property applied rigid ceilini the) sludd be brad d msnimm sprang of IV-0' o e Camator Plain shill be reaoufauured form 20 gauge m dipped ph -red steci coming ASIM A 653. Grade 40. ", nherave shoos FABRICATION NOTES Prior to fabriatioa the fabricator shall mica this rimming to %cri6 thin this droning as in confarmnce with the fabrrotors plaa and to -H mnaiming responsibility for such \trifialon. Any discrepancies are to be Pin in uriling before Meng or (thriatioa Plates shall net be installed ma knotholm. knots or distorted grain Members dull be M for lgN Gtung lived to wood bearing. Cormasa Plates shall be located oo bath fan of the cuss a,th mils fWly imbedded ud dull be s)m ebom the jord odes eclrn. im sbonn. A 5s4 plate is 5' aide c 4' Imrg. A 6d platea 6' nide c g' Iona Sloes (hole) rim pnrdi d to the Plate length specified. Doubt. ems on neb members slid l ® al the ceramid of the utbs unless otherave shoran =or plate don are ®cam® don based on the ions sts- and may nCd to be irtamed for certain handling and/ or erection nnrsm This um is con to be fabricated nith fire retardant treated lumber mass othterasse shown. For ad Lionad mformdioo on Q aht) Cooed rdtr to ANSVrTl 1-1995 PRECAUTIONARY NOTES All bracing and ermion rmsmmeadnioa are to be dinned m accordance oull accepted utdnean publcatforn Tnmms are m be htuddd with parlydu ore during bonding and bmdbrig. ddi.eq W installation to ahead damage. Temporaq and pumaem bracing for holding time in a stnigla and Plumb postioo and for raining latent form sh.D be designed and installed by ratters. Carekl hand' ng a axmnl and erection bracing is dna)s miurd. Normal )anxniomry aim for utters requires such temporary bracing during implation bete coma to nrid toppling and dorniming. The -q er idm of erasion of lmsses dWl be tuder the control of permed eVerierad io the installation of tries Professinul whim shall be smgla if rcded. Corzmmiw of ceamncsioo Inds grean thin the design loads shall ter be applied to tress it any time No loads other than the neighl of the ermon shall be applied To tnma mul all. all fast W ng and bracing is compkited TC: 4x 2 SP 91 D BC: 4x 2 SP 11 D 4x 2 SP #2 15- 18 WB: 4x 2 SP 63 Unbalanced load case(s) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAZ. REACTIONS PER BEARING LOCATION----- E-Loci BSet Vert Boris Uplift Y Type 0- 3- 6 1 987 0 0 B Pin 21-10-12 1 2792 0 0 B H Roll 26- 1- 2 1 0 0 -1058 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 25- 1 -614 0.06 C 8-19 -1641 0.41 24- 2 586 0.23 C 19-10 -260 0.05 24- 3 -2285 0.58 C 19-11 2341 0.94 3-22 1237 0.50 C 11-17 -3023 0.31 22- 4 -201 0.04 C 17-12 -244 0.02 22- 5 -472 0.12 C 17-13 -2471 0.25 5-21 -477 0.12 C 16-13 14 0.01 21- 6 -127 0.05 C 13-15 2241 0.90 20- 7 -357 0.07 C 15-14 -93 0.02 20- 8 1223 0.49 C 1-4-0 Typical Panel = 30" 10-9- 12 10-9- 12 1 2 3 4 2z4 I A" W=3x6 3x8 4x6 9874615" 2x6 continuous strongback. Attach to each truss with 3-3.511x 0.135" nails. Splice st.rongback on truss vertical. 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 1.11 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 3,8,11,13,15, 17,19,22,24 TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 0 0.93 A 25-24 0 0.61 2- 3 0 0.93 A 24-23 2067 0.94 3- 4 -3186 0.60 A 23-22 2067 0.86 Cr 4- 5 -3186 0. 33 A 22-21 3613 0.85 C 5- 6 -3442 0. 62 A 21-20 3442 0.79 C 6- 7 -3442 0. 56 A 20-19 2425 0.58 C 7- 8 -3442 0. 74 A 19-18 -1197 0.13 C 8- 9 -944 0. 23 A 18-17 -1197 0.24 C 9-10 -944 0. 20 A 17-16 -1961 0.32 C 10-11 -944 0. 24 A 16-15 -1961 0.08 C 11-12 3934 0. 85 A C 12-13 3934 0. 85 A C 13-14 0 0. 19 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( a). I.Span-0.37/689- 0.62/411 21-22 Boric. 0.05 0.07 HA Max DL Deflection L/999 = - 0.25 Long term deflection factor ce 1.50 26-2-14 5 6 7 8 9 10 1.50 oint Locations 1) 0- 0- 0 10) 16- 8- 8 19) 16- 8- 8 2) 0- 6- 0 11) 19- 3- 4 20) 11- 6-12 3) 3- 0-12 12) 21-10-12 21) 10- 0-12 4) 5- 7- 8 13) 23-11-15 22) 5- 7- 8 5) 8- 2- 4 14) 26- 2-14 23) 1- 4- 8 6) 10- 0-12 15) 26- 2-14 24) 0- 6- 0 7) 11- 6-12 16) 23-11-15 25) 0- 0- 0 8) 14- 1-12 17) 21-10-12 9) 16- 0- 0 18) 17- 4- 8 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=0/ 0,2-3=0/0,3-4ze-3186/0, 4-5=-3186/0,5- 6=-3442/0,6-7=-3442/0, 7-8=-3442/0,8- 9 944/0,9-10=-944/0, 10-11=-944/0,11- 12=0/3934,12-13=0/3934, 13-14=0/0, HOT CHORD 25-24=0/ 0,24-23=0/2067, 23-22=0/2067,22- 21=0/3613,21-20=0/3442, 20-19=0/2425,19- 18=-1197/0,18-17=-1197/0, 17-16=-1961/0,16- 15=-1961/0, Webs 25-1=-614/0, 24-2=0/5861 24-3=-2285/0,3- 22=0/1237,22-4=-201/0, 22-5=-472/0,5- 21=-477/303,21-6=-127/125, 20-7=-357/0,20- 8=0/1223,8-19=-1641/0, 19-10=-260/0,19- 11=0/2341,11-17=-3023/0, 17-12=-244/0,17- 13=-2471/0,16-13=0/14, 13-15=0/2241,15- 14=-93/0, 11 12 13 14 1. 50 3 1-4- 0 3x4 3x6 W=3x6 5x12 1.50 4x8 4z12 2792H 3.50"-10503. 50" 41, 26-2-14 2524 23 22 21 20 19 18 17 16 15 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN To ERECTING CONTRACTOR. BRACING WARNING: LMarondajSystems Bracing sbmm on thisdiningisneterectionbracing. sad bracing. Pow bracing or similar bracing nhich is a pal of Like bazildingde9ga and ahtrh most be ut®dcrd by the building designer. Bracing storm is fee laheml suppon of see sabers only to reduce balling length. Prmisims mine be male to anchor lneral bracing in ends sal spesifid Wattooa determiad b) the balding designer. Addilmml brudng of the mtodi swaure M23 be revs cal. (See HIB-91 of TP4 For spccifc trim bracing regmm bo temems, conlalding design m (riPlde Instod nme, TPI is loted 5S340US MARONDA WAY DXWhoDri\e.MxLa n. Wis 53719). Sanford, FL. 32771 Co ponew Enpoecnng by. Tree Eapummg Co. P.A., gig Somdsde Rd. Edemms NC 27932 407) 321-OOfa4 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 0*0050069 367 MedaMon PL thuluotx, FL 32766 Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobe\ WINF\WINCHESTER FLOOR\F C/L:21-10-12 0-3-8 Over 3 Supports Scale = 0.2389 Eng Job: WINCHESTER WO: WINF Dwg: TI: FB Dsgnr:TLY Chk: 8/11/2006 TC Live 40.0 psf Lbr DF: 1.00 TC Dead 10.0 psf Plt DF: 1.00 BC Live 0.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 5.0 psf Code: FLA TOTAL 55.0 psf v4.7.32-64508 pax WINCHESTER 'Job: WINCHESTER FLOOR Customer: WC:WINF TI:FC Qty:2 DESIGN INFORMATION This design a for an Wnidtal borWnng mom, am has been bard on information pronded b) the dim The dtsigorm divbims an) caport9bfiity for damage to a e=dl of Pawl) or trmmrred information. specifications an&mr design kmtded to the tram destper by the dims and the tanrectoess or aonmacy of this information n h ma) relate to Specific Project am waayts no napon filyacterdsmoocomraimthrtgardto fabriatim hanmioa shgxnmt and ire 11, on of cause Thu tnm be; been dedged u an iodnidoal bmwfng mmponem m a cmd,nce with ANSVTPI 1.1993 and NDS-97 to be incorporated a pan of the b ildL g design by a Bolding Designer. Wbcn asiesaad for approval by the bmmimg amigo. the drags 1-drnp sib-. most be chskrd to be s; re that the data shone are in agreement uith the tool building coda teal climatic records for iad or some toads. project W-fianom a q=W appled loads. Unless shona tmn hum b® designed for storage or omepanc) lads The dmgo assume ampnmoo I I (lop or btu m) me mmimtmsly brand by sbcathM """ otberwa specified When bottom cbmds in t®ao are or katrn lhbracedbth• by. 1 4 aW ed rigid cdlioW they mould be brand "a madmen Species of i r-w o e Connor Ptatu mall be maanfac med from 20 gat, hot nipped gahamcrd stal img ASfM A 653. Grade 40. aalen mhenise mown FABRICATION NOTES Nor to r bnatioa the fabricator shall resirn this dining m -ify that this dcawiag a in anfoewoa with the fabricators plan and to ruins a tom maj; rapambi11t7 for rah vcrifolm Ay dismcpneies are to be pm in %Hung before amtng m fabrication. Plate shall m be ira zUed sic btuholc koas or distorted grain. Member; shall be m for tight felling umm to noW bearing. Connector plate shall be located on bob fm of the Um miLb mils IWIy imbdded and shall be s3- mom nbe pintanlm dhernise shown A des plate is 5' %ide a 4' boy A 6d plate is 6' %ide a g' long. Slew (boles) an parallel to the Plate kngh tpecirl Double ct u on web m cmbm mdl nor u the ¢Quid of the %ds urdtm alternate shoran. connector Plate sus are minimmm sir; bald on the force shonm am ms) ®d or be imeased fin certain haadlias and/or nation nresa< Tbns tram ism to be fibracated math fire reurti m uefud Imher mless orherni: moon. For addilboml taforantion a Qealiry Control rda to ANSVTPI 1-1997 PRECAUTIONARY NOTES AU bracing and ermmn remmmendatrm tie to be folloard in accordance %ith swept cd Lndustry pohtiotioas Trusse are to be handled %ith pe nialar care thariog banding and btmd m deth-y anti n+ram m Hold danage. Ttmporuy and permaxm bracing for bottling uama in a arargbs and plmD pantbn and for resimivg Laud form sball be dmgad and molted by ahem Cuefd hurdling is essential and amino bracing is ato.)i required Normal ima-moony anion for Un regdm inch tempomr)• bractN 6mm a+llaom, berneen trntse to mvid toppling and domiwing. The mnpmision of amim of uamn atoll be mnder the fearol of perms G<pmie=d In the W atbn of man hmf®oml ad%= Limit be Wghl d radrd Cooremntioo of inaction loads grater than the design Inds mall not be applted to trostts it any time No lamb other than the usigbl of the crmms Lhafl be gptcd m umra %mil after all fasimivg and bndng a TC: 4x 2 SP 92 BC: 4x 2 SP 02 4x 2 SP 81 D 12-18 WB: 4x 2 SP N3 4x 2 SP N2 0- 0,0- 0,0- 0 4x 2 SP Al D 0- 0 Unbalanced load caae(s) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 0 0.17 A 20-19 2383 0.32 2- 3 - 4019 0.54 A 19-18 4019 0.93 3- 4 - 5025 0.80 A 18-17 4019 0.69 4- 5 - 5025 0.87 A 17-16 5432 0.93 5- 6 - 5432 0.52 A 16-15 5432 0.90 6- 7 - 5025 0.87 A 15-14 5432 0.93 7- 8 - 5025 0.80 A 14-13 4019 0.69 8- 9 - 5025 0.66 A 13-12 2384 0.24 9-10 - 4019 0.54 A 10-11 0 0.17 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.49/517-0.77/330 15-16 Soria. 0. 08 0.12 NA Max DL Deflection L/919 - -0.28 Long term deflection factor = 1.50 T 1- 4- 0 Typical Panel = 30" 11-0- 0 11-0- 0 2x6 continuous strongback. Attach to each trusa with 3-3.5"x 0.135" nails. Splice strongback on truss vertical. Partial Double Chord to be same size and grade as chord to which it is attached. In -Plant Quality Assurance with Cq= 1.11 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s): 2,8, 10,12,13,14,17,19,20 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=0/0,2-3=-4019/0,3-4=-5025/0, 4-5=- 5025/0,5-6=-5432/0,6-7=-5025/0, 7-8=- 5025/0,8-9=-5025/0,9-10=-4019/0, 10-11= 0/0, BOT CHORD 20-19=0/2383,19-18=0/4019, 18-17= 0/4019,17-16=0/5432,16-15=0/5432, 15-14= 0/5432,14-13=0/4019,13-12=0/2384, Webs 20- 1=-115/0,20-2=-2613/0, 2-19= 0/1808,19-3=-717/0,3-17=0/1112, 17-4=- 302/0,17-5=-855/136,16-5=-129/172, 15-6=- 129/172,6-14=-856/137,14-7=-302/0, 14-9= 0/1113,13-9=-717/0,13-10=0/1808, 10-12=- 2613/0,12-11--114/0, Joint Locations 1) 0- 0- 0 8) 16- 0- 0 15) 11- 8-10 2) 2- 9- 0 9) 16- 8- 4 16) 10- 3- 6 3) 5- 3-12 10) 19- 3- 0 17) 7-10- 8 4) 7- 10- 8 11) 22- 0- 0 18) 7- 0- 0 5) 10- 3- 6 12) 22- 0- 0 19) 5- 3-12 6) 11- 8-10 13) 16- 8- 4 20) 0- 0- 0 7) 14- 1- 8 14) 14- 1- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift 2 Type 0- 3- 6 1 1210 0 0 B Pin 21-10- 8 1 1210 0 0 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 20- 1 - 115 0.01 C 15- 6 172 0.07 20- 2 - 2613 0.27 C 6-14 -856 0.21 2-19 1808 0.73 C 14- 7 -302 0.06 19- 3 - 717 0.14 C 14- 9 1113 OAS 3-17 1112 0.45 C 13- 9 -717 0.14 17- 4 - 302 0.06 C 13-10 1808 0.72 17- 5 - 855 0.21 C 10-12 -2613 0.27 16- 5 172 0.07 C 12-11 -114 0.01 8 9 10 3x6 6x8 5x6 3x8 1.50 1.50 3x8 50 6x8 W=3x4 N=1. 5x3 1210a 6. 75" 22-0- 0 19 l8 17 16 15 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Marond a Systems Btsang moon tin this dnniag is m anti® bracing.wim bracing portal bracing or simtlu braaag %hkh a Put N the balding twin and nhtcb mtm be anmdered by the bwlNng dmger. Bracing sb%n is for Imtersl mppon of u u members owl) to rem- Adding kngR Prmaisiom mug be made to aabor lateral bracing at ends and sported botim daamimd b) the Wftog deign. Addnuonol hrmdng of the memo sirocnme ma) be rapred. (See H1B-91 4005 MARONDA WAY of TPI) For spmfic uosa bracing regntevanu, ante btaldrng dmger (Tram mt Plate Inoe. TPI b located m 533 D'OmfrioDri. e.Madison,Waconsins3719) Sanford, FL. 32771 Componeo Ear, acenog by. Teas Engineering Co, P.A., gig Soomside R4 Edenton NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0005006e 367 Madamon PL thaduota, FL 32766 13 Eng Job: WINCHESTER Dwg: Dscmr: TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf 11 T 1- 4- 0 A 1210N 3. 00" 12 Scale = 0. 2947 WO: WINF TI: FC 4/24/ 2006 Lbr DF: 1.00 Plt DF: 1.00 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: v4. 7. 32-51169 Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\WINF\WINCHESTER FLOOR\FC.prx WINCHESTER Job: WINCHESTER FLOOR Customer: WO:WINF TI:FD Qty:2 DESIGN INFORMATION TGIF deign is for an irdnsdml tatildtng W WPpOQ1I and has been based on tdamatton ptarded b) the dim The de sago duclainas ao) re annsit ably for damages as a resdt of fawn• W incorrect inforeaaum4 spetifica xact andlo, design f naishM to the maw designer by the dim ad the WrrGlner7 ar acc.rac) of the information a it may relate to sine- projm and occep- oo respannsWit) or eserdta m control Pub regard to fabrication hand' g. shipment and it stalmlm Pf aerie. This troy has been designed a an irdnidtal balding com>I . in a®rdaas with ANSYM 1.1995 and NDS-97 to be iocanont d a pan of the balding design by a Building Designer. When resienrd far apprma] by the building designer. we design Io.dtogs shown ® be cLcLd to be sale that the dam sbnv are in apt» Pith the local huildrng codes, local dimme records for slim or soorr Inds, pmim spmficaemm a special applied loads Uniea shone truss ham bons deiprd far storage W onapine7 loads. The dmgn ammo oompcman chords (top or bottm) are 000trmsoosly brad by shcathing unless Lb-m speaGed Where bottom chords a reaction are not fallbrad laterally by pop, sly applied rigid cefungi they :ban be traord at oncmm sloctng d 10'4' o e Connector Plate:ball be cif- red ft® 20 PrBe ha drppd phzizod sued mining ASfM A 653, Curie 40, omen ahensus sbooy. FABRICATION NOTES Prior to mbne tion. the fabricator shall mica this draniag to cuff) that than droning Is m conformance with the fabricators Plain and to realm a coai®ing repo®- biluy far s>Yb saiSatim Amy dnaepame are W be por in nriting blare naming or fabu ante. Mate shall not be Inaalled as kmtholcs, duns W distorted psis Mmbcts shall be m for ught filling wed to woad beanng. Connector Pena shall be toted an bah arm d the truss mth aids dbll)• tmbodded and shall be yin abum the jam aa]m taGeruits shone. A 5s4 plate a 5' wide s 4' long. A 6sg plate is 6' wide s 9' laag. Sias (bode) coo paraild to the Plate length spmfid. Double rw as Peb .. b- shall comet at the ccsmod of the coda aim atb--: bow. Connector plate size are mim- sia3 based oat the form shoe. and ®y need to be iacteasd fa certain handling andlor erection stresses This truss a cot to be fabricated with fire rdudam ucaud hmbe mlm otb r.fs than. For addrucoal idaceaucat an Qcad q Caurd refs to ANSI) PI 1- 1995 PRECAUTIONARY NOTES AB bracing and eredioo rsssmomdawas are to be ldbord to accordance Pith accepted iodtauy pudicatims Tresses are to be hadld cod parltcolar care during bamd ad boadlion dehm, and trot 1.ion 1, "id daatar Temp a,) and pmmaneat bracing for holding truss to a straight and ptr®b pantm ad for tenaiag enteral lam sbau be duipd Mad 0a 11 by abes Cardal hardliag b tssmid Mad emioa bracing is a]na s regard Nntml p,maiams7 action for truss t qwm w b teraporaty bracing during r 11viun bePim bats: torind mpplimg and eotmmatE The trspmitmo d erem m d tt shall be attic the mound or prsmm e , ietrW I in the I a oftrussrmu oml ed,ico shall be mgm oeedd Crncenrrnirm doormroc ion Inds greater than the design Inds shall one be applied to trusses at any firm No hands abe than the Plight ofthe credos shall be applied to unsmMDall til e (--ing ed WaongIsmeted TC: 4x 2 SP lit BC: 4x 2 SP #2 4x 2 SP 81 D 19-25 4x 2 SP 62 D 15-19 WB: 4x 2 SP 83 4x 2 SP S2 0- 0,0- 0 Unbalanced load case(s) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are aasnmed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=0/ 0,2-3=0/0,3-4=-2606/0, 4-5=-4052/0,5- 6=-5017/0,6-7=-5417/0, 7-8=-5417/0,8- 9=-5417/0,9-10=-4924/0, 10-11=-4924/0,11- 12=-3909/0,12-13=-2318/0, 13-14=0/0, HOT CHORD 28-27=0/ 0,27-26=0/1605, 26-25=0/3445,25- 24=0/3445,24-23-0/4671, 23-22=0/5325,22- 21=0/5417,21-20=0/5274, 20-19=0/4549,19- 18=0/4549,18-17=0/3247, 17-16=0/3247,16- 15=0/1361, Webs 28-1=-733/0, 27-2=0/917, 27-3 2182/0,3- 26=0/1392,26-4=-1166/0, 4-24=0/844,24- 5=-861/0,5-23=0/482, 23-6=-428/0,6- 22=-264/126,22-7=-82/81, 21-8=-244/0,21- 9=0/549,9-20=-503/0, 20-11=0/521,11- 18=-890/0,18-12=0/922, 17-12=-1/2,12- 16=-1292/0,16-13=0/1331, 13-15=-1778/0,15- 14=-52/0, Typical Panel = 30" 2x6 continuous strongback. Attach to each truaa with 3-3.5" x 0.135" nails. Splice strongback on truss vertical. Partial Double Chord to be same size and grade as chord to which it is attached. In -Plant Quality Assurance with Cq= 1.11 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 3;4,5,10,11, 12,13,15,16,24,26,27 MAX. REACTIONS PER BEARING LOCATION----- X,LOC BSet Vert Horiz Uplift T Type 0- 3- 6 1 1210 0 0 B Pin 21-10- 8 1 1210 0 0 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 28- 1 -733 0.07 C 21- 8 -244 0.05 27- 2 917 0.37 C 21- 9 549 0.22 27- 3 -2182 0.46 C 9-20 -503 0.11 3-26 1392 0.56 C 20-11 521 0.21 26- 4 -1166 0.24 C 11-18 -890 0.19 4-24 844 0.34 C 18-12 922 0.37 24- 5 -861 0.18 C 17-12 2 0.00 5-23 482 0.19 C 12-16 -1292 0.27 23- 6 -428 0.09 C 16-13 1331 0.53 6-22 -264 0.06 C 13-15 -1778 0.38 22- 7 -82 0.03 C 15-14 -52 0.01 11-1-14 Il- 1- 14 22-0- 0 1 2 3 4 5 6 7 8 9 10 11 3x6 3x4 r oint Locations 1) 0- 0- 0 11) 15- 6- 0 21) 11- 8-10 2) 0- 6- 0 12) 18- 0- 0 22) 10- 7- 2 3) 1- 9-12 13) 20- 6- 0 23) 8- 0-12 4) 4- 3-12 14) 22- 0- 0 24) 5- 6-12 5) 6- 9-12 15) 22- 0- 0 25) 4-10-12 6) 9- 3-12 16) 19- 3- 0 26) 3- 0-12 7) 10- 7- 2 17) 18- 0- 0 27) 0- 6- 0 8) 11- 8-10 18) 16- 9- 0 28) 0- 0- 0 9) 13- 0- 0 19) 16- 0- 0 10) 14-10- 0 20) 14- 3- 0 TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 0 0.74 A 28-27 0 0.52 2- 3 0 0.74 A 27-26 1605 0.69 Cr 3- 4 -2606 0. 51 A 26-25 3445 0.99 C 4- 5 -4052 0. 55 A 25-24 3445 0.62 C 5- 6 -5017 0. 80 A 24-23 4671 0.82 C 6- 7 -5417 0. 52 A 23-22 5325 0.90 C 7- 8 -5417 0. 50 A 22-21 5417 0.91 C 8- 9 -5417 0. 52 A 21-20 5274 0.88 C 9-10 -4924 0. 81 A 20-19 4549 0.77 C 10-11 -4924 0. 64 A 19-18 4549 0.95 C 11-12 -3909 0. 45 A 18-17 3247 0.68 C 12-13 -2318 0. 30 A 17-16 3247 0.68 C 13-14 0 0. 18 A 16-15 1361 0.31 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jut( s). I.Span-0.51/502- 0.79/321 7 Horiz. 0.08 0.12 HA Max DL Deflection L/893 = - 0.28 Long term deflection factor an 1.50 12 13 14 T 1- 4-0 5x8 518 3x6 3x4 3x4 3x4 3x4 4x6 5x6 4x6 4x6 3x6 W= 3x4 W=3x6 N=1.5x3 N=2x4 R M 1210# 6.75" 1210# 3. 00" t, 22-0-0 L 7 28 27 26 25 24 23 22 21 20 19 18 17 16 15 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING' READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Layon da Systems ERECTING CONTRACTOR, BAACINC WARNING: Bracing shopa at bra dmPiaj is act erection bracing. cold btaciny ptaW bracingW start W bractng PhtcG a apan of We building dmgm and tam be tabe considered by the buildingdesign= Bracing sbasm is for d b lateral Qww uss mcmhen and) torobbucklinglength Pranvon min be made to anchor Intern] bracing at cads ad spmftd locations deurmiad b) the balding designer. Addruonal bnciag of the meal] unrture ma) be rcgmrrd (Sur H113-91 d TPI) Fa slaw truss braems teguiretnents costr7 building detgm.finas Mate IautWt TPI it bated at 533 4005 MARONDA WAY 9%Omno Dris; Madman Msco a53119) Sanford, FL_ 32771 Comm EagusQnng b)- Trtoa Eagioating Co, P.A. 819 S m6leul>; P6 F&,,m NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 9s0050060 367 Mndaman Pl. Chuhuota, FL 32766 Scale = 0.2947 Eng Job: WINCHESTER WO: WINF Dwg: TI: FD Dsgnr:TLY Chk: 4/ 24/2006 TC Live 40.0 psf Lbr DF: 1.00 TC Dead 10.0 psf Plt DF: 1.'00 BC Live 0.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 5. 0 psf r. I. 3' 3' 12' Fasten In 2 by frame with 8 or larger screw of sufficient Length for 1' minimum embedment offset 2' from each corner of frame or 3' from tip of fin and spaced every 12'(MAX) between corner fastners Make sure that window Is In .the closed and locked position during Installation, • Make sure that sill Is level and ,Jambs are plumb. ki QD z0 Ln 1 SHEET:+ 0 ., 4 SHEATHING ST OTHERS +1 CAULK i[TVEpI IVINMVFINL SHE& HINO acmb1gz.a f, 2dD .... EXTERIOR FL413" By OTHERS PERIMETERCALLX JbyOTH033 NCI* a.o FRAME HC1M4T tFJO PERIMETER CALLK BY OTHERS Natl a.o s 8,c.iD EXICR(CR FINISH DY OTHERS TVO my VOW BY OTHERS Groin 4.b) SHIM. AS REWD. Nat. I.b) SHIM HuGwr OIiN PIT"= FIN13H BY OTHERS 31ND4 AS RECM 1.44' MAX fXwto Lb) TWO BY WOOD Br OTHERS Not. 4.1t) A CAULK V iiN JtSMEATMiNG INots t.a L e.c.11) 1-HUN. EMBEDMENT I SKATMUO WOOD SCREW) BY OTWCRS SECTION A —A PAR i T I tbA•Ftnrrem. 3 ' tFr1rr1. LMhm4 NCR V" d \\ 0 Ravaed T ws Nato hind (C) e da Wand a Tfe M Acrsry •aftlr a minlmum aPbedmenl of I'tfta Me sblKbaoi tirasd wbah W wee Note IN) and Ostal A m ttda dFtalrrg W4 No% lb 6 0 an On "Ft X20iOM 0 wh "&&rein a 1 r dtwn.ba 411 GA) and Mrlrrnee ambdnaN of t-Ile' v10 er. atnreJaral•aood n,bshale. is. Note IM end OIW A oa 1%dnwlrr0 and f(ofa. a.b 6 a m Omm" FL2=M% 09NERAL NOTES 1 a t q pse Oi.osr.i Nolw Orar4p Pl pi 00, BLa 1 i i W tdNatora e. rl.a 3000 Fbad Atumt.nmSWndweb abown. Alm spp0ashb to 04rbe 1000 Rod AMatinm A%da s. madoao11b41. toNaa•0aps1Raftbudgraw 1"Ju rs. W Rodualm 019" mt/ OW ham drat OIIbd o aftid 4vANWAAW4NYMCA 1011L& 2 • r v 101UL& 2 WS and IF Oatb tt 0*9 Cods San tam 12 and 13 on Ora tbp FLEX MOD foe Mlhr dalek 0) fmlastaner SpaoYio ale 0n Wan Irtelr m ttb.nt 1 and Ndo (L) i 0'I an ihad 2 d thre drtatn4 Sae Nob IMI nondtq defaems. In Yfaod anew and nd wMdrwasr veNsa ased !n yrrrlb the fashfOnofsq*wwfs are based o. GoAm nOrns-mb a Hpadto'3m* of odi Sao Now OQ regarding doiksma F) Wood or bipon0 wall od0a &Waa mguwW flomndoe of wood lo coveting or nuad or bppfno Krtt moat me" or arossd M lYalmaa ebrs ad wabsdmml par Pab lest ass Nabpgnp odogdovubma 0I f(d 900 dfoWm mlwd h m eke atwoad to 010101*0 of nd mwtrtwl w eased Wta' w b 0ma tlbaeal Olaaelr. WkI.Ir b hlper. AtrAraan saze.nd emtrldrtwnl pr Prb UIL Dee Nob (N) rep" daNaaorta D4 Any danlsffm bon Man Me nrhknum rsprArwwrto aWed mat be approrad by to nwbaurr w anolaeutd bT 1.'ora' magn Ratre[ad wmdwrastrNl 0leepprfcabNaWNnp Cad. and /radtrolAppsaval 0) M h110 ngp1.11>fMs>n Des Rsn.Ot nqulnd) w1 is Ule' in,errsbr b. a wood noasa ar the Ibark CftMU of the ad rounded up to are nwd amdanl dwOrrsr dm d am t•QNbod wawa wd tilsb %IALL be now to %Mn Me none Iaserlrw FRANC WIDTH ps R[0' 0 v WIDTH BSIfl11 I 1/ 4' y. { Nat. I.b) IRAME WIDTH Q Lk A FASTENER 91 SPACING Ile ( SEE BELOW) MRRArW / EQUALLY SPACE F ASTENL1i3 (TYP.) ELEVATION VIENEO FROM EXTERIOR Ill. wean. _ant a AwAANeNaasArclueDISCA1MIa. prMw. Mwrarr. ; WOOD SCREW - TO 70 PSF AP-1 24' U. MAX. twwwi1li a"btnwnveYln WAIL - 46PSFTO 70 Sr •DA.r 7. O.C. MAX. RI•.oA NAIL - TO 43 PSFDP.I 10' O.C. MAX. tla y/wrw oww a irrl sarwaa oeln Ire afal/ar t4lwatrlo.drta r.0aley ti,all rblf b11r1.-I aaan V, uado TWO By WOAD C• rrt.rUn0 of oat& o smaw4l" BY OTHERS fnst.ntr aates Glatt e.1m) t .,, asammw,'scoom wwar,Laslal SHEATHING I w>~aa More M 0Y OT) w" prtaesd.lr a+ O AUL taNva WOOD SCR[v) t ?.:.' . : ti . , CAULK BETWEEN WINBOV FIN a SFICATMINO Nato 24 PERIMETERa eclD BY OTHERS EXTERIOR Fu4sm Note APA SECTION B—B BY OTHERS labs a Axww% wt TLuew. taa.4pT72 Attachnant .. 4food screw o. Noll Need must be In FWI contact with Attachment rho e I CanterDne at fastener shot be appraalmdo 0/32' from Idge of ....a'' Attachment Fin. DETAIL Drawlnq No. FLO27120 Shut 1 of 2 V V`RWED NS R NFpR p.P F s ACIO