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Home My WebLink About150 Wheatfield Cir 06-491 New SFH (2)PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER _ Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER SUBDIVISION Q% Q,,, PERMIT # (`p `-Al c \ ' DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE z 16(0*1 ;ZcQvicc 9 60A t City of Sanford Certificate of Occupancy ISSUED PARCEL NUMBER PROPERTY ADDRESS PROPERTY ZONING OWNER CONTRACTOR PERMIT NUMBER DESCRIPTION OF WORK May 02, 2007 32.19.31.518-0000-0030 150 Wheatfield Cir all Maronda Homes 955 Keller Rd Ste 1500 Altamonte Springs, FI 32714 Maronda Homes 06-491 New Single Family -Detached CONSTRUCTION TYPE . VB OCCUPANCY USE GROUP. R3-Detached OCCUPANT LOAD n/a SPECIAL CONDITIONS. n/a In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. Approved yy Building Official BP210U01 CITY OF SANFORD 5/02/07 Application Miscellaneous Information Maintenance 9:33:06 Application number . . . . . 06 00000491 Parcel Number . . . . . . . 32.19.31.518-0000-0030 Address . . . . . . . . . . 150 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 11/16/05 Y 1 STORY/2 BATH noc exp 9/15/06 HISB 2/07/07 02/07/07--last extention to be given HISB 2/13/07 Y UPDATED NOC ON FILE,EXPIRES ON 12/20/07 HISB 4/30/07 Y co sign off: HISB 4/30/07 Y P&Z: MR 04.30.07 HISB 4/30/07 Y PW: MW 04.30.07 HISB 4/30/07 Y Util: RB 05.01.07 HISB 4/30/07 Y final f/s on file F3=Exit F6=Add F12=Cancel P Bottom SMITH DRAFTING & SURVEYING INC. P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 To: City of Sanford, Florida; 300 North Park Avenue Sanford, Florida 32771 Building Department 200V P-CVMI 05- 7-71-70 Re: Lot 3 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: /50 14% d /y4 G%-c/a ; 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. Respectfully; Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S'DEPARTMENT Gr HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. lsso 0008 Expires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name _ _ / _ Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I company NAiu rvttmoer I Cit Slate ZIP Code ANF0 2z' Z-2-02/,P/-? 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LO% 0 CEGEQY GAIKESO Avd-SE IA-, P44r6m, 67, pA6ES A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) rSi.ccc F+rr/c ,Q S/A6n/TA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood Insurance. A7. Building Diagram Number I_ A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq ft a) Square footage of attached garage -IhQ ± sq It b) No. of permanent hood 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 14 walls within 1.0 foot above adjacent grade Q_ c) Total net area of flood openings in A8.b 4L* sq in c) Total net area of flood openings in A9.b 0_ sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number B2. County Name B3. Stale F4O•eioAC-'irsY 0-' S4A1cny /7079R SE l/n/OLG OCAVTyC B4. Map/Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Dale Effective/Revised Dale Zone(s) AO, use base flood depth) 2//7Co065 E re. Al /7, /995 AW11- /7 /95S X' NA B10. Indicate the source of the Base Flood Elevation (BFE) data or -base flood depth entered In Item 89. FIS Profile FIRM Community Determined Other (Describe) Bit. Indicate elevation datum used for BFE In Item B9: 9 NGVD 1929 NAVD 1988 Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®No Designation Date 1 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, V1430, V (with BFE), AR, AR/A; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-9 below according to the building diagram specified in Item AT Benchmark Utilized SCP Vertical Datum nravPlp" Conversion/ Comrrients -14 Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ _22Z 37 ® feet b) Top of the next higher floor 44 feet c) Bottom of the lowest horizontal structural member (V Zones only) feet d) Attached garage (top of slab) Z/'6-5 feet e) Lowest elevation of machinery or equipment servicing the building Z/ .9Z feet Describe type of equipment in Comments) (4rc G oossrctia f) Lowest adjacent (finished) grade (LAG) Z/. 5 feet g) Highest adjacent (finished) grade (HAG) Z/. 8 feet meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Put do 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 (his Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Name License Luc // . vn. Nanr .'aincC ^L,ir9 f 5C Pcden4 Jr1Ji fir' i ^-TTc,rrext s _Xc . Address City State, - ZIPCode PLACF SEAL iiERE 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 v State ZIP Code _ I Company NAIL Number 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 -1. Check here if attachments SECTION E=13UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7_ones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A. B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. 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 feel meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building Is feel meters above or' below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: if no flood depth number is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B. and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A. B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here 9 attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s)-and sign below. Check the measurement used in Items G8. and G9. G1. [J The Information In Section C was taken from other 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 offrcial completed Section E for a binding located In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. G The following Information (Items G4.-G9.) Is provVed focommunity 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 Constniction Subslanfial Improvement G8. Elevation of as-buitl lowest floor (including basement) of the building: _E) 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 Tdie Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit #: q v Dates i Job Address: ` U1 t1 C 1_\ CV l V\-( tL A r. \t t-c9 \A 320D t Description of Work: Historic District: Zoning: Value of Work: S_ 0 Permit Type: Building Electrical __X_ Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential __K 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 __)L Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel q: --*--) t- 1 Owners Name & Address: V Contractor Name & W*b lA Phone & Fa:: U, Bonding Company: Address: Mortgage Lender: . Address: Architect/Engineer: Address: Contact Person: Attach Proof of Ownership & Legal Description) State License Number: Phone: Fa:: 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 f0A in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, sy gencies, or federal agepeirs. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is - Produced ID Personally Known to Me or APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Date Signature Date Zoning: Date Print Contractor/Ag is Name W IN Signature N ry-State of rida Date Contractor/Agent is _ Personally Known to Me or Produced ID Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) a+ b% sAgo m n Z 0 3 r- o m Zn z N 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 3 150 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION 0 Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 0 0 ^ Interest in Property (Fee Simple, Partnership, etc.) Owner u. -i M NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) O W J Z Z to vi c z CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 J f a a (Name and address) O W SURETY (Bonding Company) z c 3 o Name and Address N/A Z cx Amount of Bond f Ln a LENDER Name and address Bank of America NA 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 v ATTN• DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Maa, 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. 1" St., Sanford FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) 7 C' %-- THOMWGR Maronda Homes, Inc. of Florida Vice President m m rn x 3 m m z v c9vey uroz Sworn to and subscribed before me this 19TH day of DECEMBER, 2006. d z S X^ m m r»N= 030 N ®4tCD m c- ry ro o e9 ma o ap a. m N to ublic ® r°u mm C3 CERTIFIED COPY Ln MARYANNE MORSE m c JEANNINEFVLLERTOIvCLERKOFCIRCUITCOURTCcmrNtJD0460461s8110/ 2009 SEMINO C Y. FL RIDI c odonC— d txu (600)432-4254: y i......::............... orida Notary A.m...... Inc ...1 BY —i D ' L}fVIrVV{j CITY OF SANFORD PERMIT APPLICATION Permit #: A c \ Date: AUGUST 22, 2005 Job Address: 150 WHEATFIELD CIRCLE LOT 3 CELERY LAKES PHASE 3 "T Description of Work: Single Family Residence 4-91iG Historic District: Zoning: Value of Work: $89,394.00 2 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,468 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel M (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Sarines, FL 32714 Phone: 407-475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 8/22/05_ ' 8/22/05 wne gent Date Signatureof for/Agent Date It Summers Russell Keith Summers Agent's Name Print Contractor/Agent's Name 8/22/05_ Sii of No • r -State of Florida Date NIN FULLERTOIv CommN OD0460464 = axpires a/to/2009 Bonded for da Notary Assn.. Owner/Agent is X_ Personally Known to Me or Produced ID 8/22/05_ JENSEtFUNILE Iv••Datt I Comm# 000460464 xpires a/10/2009 Bonded thru (600)432-4254: OF Florida Notary Assn.. Inc Contractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initial & Date) (Initial & Date) Special Conditions: Utilities: FD: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION AUG 2' 2 2005 Permit # : Date: Job Address: LOT 3 CELERY LAKES /// ,3 0 In1f>'F4%i 2 LD Description ofof Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical _X_ Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS _ / 50 _ Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Daniel PuElisi 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. AUG 2 2 200 Russell Keith Summers Print Owner/AAertt'TIVame 5 AUG 2 2 2005 Sign of ntmctor/Agent Date aniel Pualisi Print Contractor/Agent's Name AUG2 2 2005 Si Btu Q :S41 AfJ:Ierida.....Datcr N INE FULLERTON comm# DD0460464 Expires 8I1=009 Bonded thru (800)432 4254: a,• ° Florida Notary Assn.. Inc Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Special Conditions: N..o.a.. Ic r 2005 ry-of Florida aloSi JNFULLERTON tip' ";ram Commp DD0460464 Expires 8/ 1012009 Bonded thru (800)432-4254: a' Oi A q•: 6" Florida Notary Assn.. In c Contractor/ Agent is _X_ Personally Known to Me or Produced ID Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) ( Initial & Date) Permit #: Date: CITY OF SANFORD PERMIT APPLICATION AUG 2 2 2005 Job Address: 9d W#E.aT>C/ELF G/,9— LOT,3 LZ FL4EZLy P/16.7 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for,other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407-475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restri( county, and there may be additional permits required from other governmental entities Acceptance of permit is verification that 1 will notify the owner of the property of the G 2 2 2005 Sig4a of O ner/Age t Date Russell Keith Summers Print Owner/A ent's Name t I h ?nps Signa o N ry-State of Florida Date EA NINE FULLERT014 Commit D00460464 Expues 8/10/2009 a'ECri e•P` aloriidallotaryAssn..ndethruc3... .. ..................... Owner/ Agent is _X_ Personally Known to Me or Produced ID applicable to this property that may be found in the public records of this as water management districts, state agencies, or federal agencies. of Florida Lien Law, FS 713. ev AUG 2 2 2005 Signature of Contractor/Agent Date GARY CARMACK CAC043900 Print Contractor/Agent's Name 41s) AUG 2 2 2005 Si creoNota -State .o.f .Flori.da ......Date r JEANNINE FULLERT014 CommtlOD0460464 y Cxpires a/10/2009 Bonded thru (800)432.4254: n',' forP Flonda Notary Assn., Inc Contractor/ Agem•ig•_X"'PerSMa1WKtk Jd dYd'Mt!tti" Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Permit #: Date: CITY OF SANFORD PERMIT APPLICATION AUG 2 2 2005 Job Address: /50 G/l— LOT Celery Lakes PW %5 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechaflical —_ Plumbing _X_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407)659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a pennit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. AUG 2 2 200 SiAUG 2 2 2005 gnatu SgnatureOwner/Agent Date ontractor/Agent Date V Russell Keith Summers JULIA REESE CFC1426702 Print ner/Agent's Name Print Contra c r/Agent's Name AUG 2 2 2005 of Florida Date ULLERTON Comm# OD0460464 Expires 8/1012W9 aid$ Bonded thru (800)432.4254 un" Florida Notary Assn., Inc 3... u.... ...........t ilwrier7Xgerii is _....personally Known to Me or Produced [ D 2 2 2005 Signature otary-S to of Florida ate J s........................................... . JEANNINE FULLERTON Comma DD0480484 Expires 8/10/2009 BOnded,, thhrruu (800)432-4254: Contractor/ Agc&ic...-' N . 41.EiCJa& M t gWaft d Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: initial & Date) (initial & Date) Special Conditions: Initial & Date) (Initial & Date) 1V aronda Homesij 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 VOLUSIA COUNTY CITY OF SANFORD SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 3, 150 WHEATFIELD DRIVE at CELERY LAKES PHASE 3. RUSSEAL'K!—ITI-A SU MERS, CRC058496 MARONDA HOME , 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. J NNINE FULLERTOIv y= 'logy Comm$ OD0460464 Expires 6/10/2009 Bonded thru(800)432-4254: Florida Notary Assn., Inc a 0 00V44 W {inN U. V4 M O W J tz li 0 1--I u) 0 Uj W Z O c a i W W J Z J 0 Z O YLn Q W Ln Q a 0 na a MARYANNE MGM, CLERK OF CIRCUIT COURT WNIWJLE COUNTY IBK05905PG1352 CLERK'S #I 2005159204 RF0114bFb 0911b/M 01 >IVIA PH REQ11RDIM I'lEs 10.00 RECURDED BY t holden NOTICE ®1E 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 3 150 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH.3 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Name and address) t SURETY (Bonding Company) Name and Address Amount of Bond N/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 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Ka_m_pf Title, 200 W. 13t 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.) RUSSELL EI H §,LAERS Maronda Ho es, Inc. of Florida Vice President - Construction Sworn t? F,d subscribed before me this 22ND day of AUGUST, 2005. N to Iic JEANN E FULLE Comm# 0 0460464 10/2009 Bonded thru (800)432-4254: aryAsan.,nc CERTIFIED Wye.. M . 'AIITv: -e.0CLEt SEMEM 1 K ' F FLORIDAI CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 3 Subdivision: CELERY LAKES PH.3 Property Address: 150 WHEATFIELD CIR O 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. El 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). c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. M f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: Garages/Carports 397 S.F. Porch(s)/Entry(s) . 63 S.F. E 3. El 4. TO FOLLOW N/A 5. N/A N/A N/A O 6. 1. 2. 3. 4. 5. 6. Patio(s) S.F. Conditioned structure 2,008 S.F. Total (Gross Area) 2,468S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 7. 8. 9. 10. 11. 12. 13. 14. 15. Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: MONDAY, AUGUST 22, 2005 SIGNATURE: 9'rOwne`Tor Authorized Agent) I_egead of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Srg. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. : Point of Tartgenxy Centariine Calc. Caladated Frid. : Found P.I. Point of Intersection R : Radius Right-of-way Line C.B. Concrete Block OoVi.: Government P.L.S. Professional Land Surveyor R.L.S.: Reglatered Land Surveyor Overhead utility Line Ch. Chard L.B. : Lbertaed Business P.O.B. Point of Beginning R/W : Right-ok ay Easement Line Conc.: Concrete O.R. : Official Records P.O.C. Point of C immeraement Sec. : Section A : Central Angle Consi.: Construction Pav*L Pavement P.R.C. Point of Reverse Curve SIT. : Septic Tank AAc : Arc Length cis Concrete Slab P.C. : Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary A Mark Blk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ : With Boundary Survey E CON. oQ 00 z_ u u]TS A u0 5 •1 N Io0 U Qo,anQ$ cc PW'20 iX A C U Q W Q° r oO 1= . •E v IY H W. u 9 Fro• a:t2 em PGS t/.o 24?4 Ei$,fiGMit1 i O'vTi.rY EASEM T \ macoirwzL w/9'c P24J I— fv.Gio' A.r Fito t-- I Qp. CIO' ~1-0 ioamf I—T 5\ O C.OAiC. SAT-0 ._ Foo TES ` 0 I f: q'o. fay x. I 0 Frr, 2?.7 I 1 ij rwAq p_ F/06_ Nroefdr I I CAP 24'.1f 5 , / O'Exctvs vE EASBME.VT I 11 I I I J I V t I I 4 s r I jgra ',Qiret v t Lh.: *, ii•.'I' ... yam•. :.1. fr11x.`T.., }: C"'••. ,n-. •^,: ZS6.59' P 6 6Q';Cho ii/....Q!D::2/`, .3~ Arws: Ass.wyo G FAa7 Neovd-f ._. .... s rA%A/L; _ :,.•.. vw,:t'c.. ... • • ••'! . 7Ae, cs -249¢ 37p 7/ 4I. e/L 1 T 7 ,- rSPc,O'/erA - 7 So '.. • zQ-' AsPis cr ,w'r. M/2'corc.C,r _ Lo T 3 ; CE.e y L.gs Es i/i9.sE /A /9 r5vav/isio•oev.,s. To i/1I vLAT f300K / i9BE5 Art/O j v c .QECG/dL25 AF EM/.t/OLE CaW7y,-Gq/Ly9. CERTIFIED TO: /)/) A/OM, E 5 -SI hereby certify that this map depicts a survey performed under my supervi- slon, and is correct to the best of my knowledge and belief; and that thin survey meets the minimum technical standards eel forth by the Florida Board of Professional Land Surveyors In Chapter 61G17.6. Florida Administrative Code, pursuant to Section 472.027, Florida Statutey--) SMITH DRAFTING & SURVEYING, INC. 311 E RICH AVE. DELAND, FL DELTONA, FL §JpAlay E. Smith 386) 734. 7047 (386) 789-2855 egistered Land Surveyor DRAWN BY:. SE SM/Tip REVISIONS: Cenilicate Number 3736 CREW CHIEF./ k'M• NOT VALID UNLESS SEAL IS EMBOSSED SCALE: //_ 20/ Note: No instruments of record reflecting easements, limitations, owner - DATE: ships, reservations, restrictions and/or right-ol-ways, if any, have been pro - DATE: ZGt0. 5 vided to this surveyor, except as shown. No underground Installations or WO M 9 _ -9620— 495 1 utilities have been located, except as shown. COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD PA STATEMENT NUMBER 105-77170 BUILDING PERMI BE - CAPA d( LTY) 1cUNITADDRESS: c TRAFFIC ZONE: JURISDICTION: 06 SEC- TW I : RNG - SUBDIVISION: l 1 PLAT BOOK: PL T BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: CITY OF SANFORDCOUNTYNUMBER: CITY OF SANFORD PARCEL: TRACT: BLOCK: LOT: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # 6 TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE 0 dwl unit 54.00 1 54.00 SCHOOLS CO -WIDE 0 dwl unit 1,384.00 1 1,384.00 AMOUNT DUE S 2,285.00 STATEMENT 1 RECEIVED BY: U\ t° 1 7 SIGNATURE; P. ASE PRINT NAME) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VAt_W.p IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** l " CI`1 Maronda MH Homes 955 Keller Road, Suite 1500 • Altamonte Springs, Florida 32714.407-475-9112 • Fax 407-475-9115 May 25, 2006 RECEIVED MAY 2 6 2006 City of Sanford 300 N. Park Ave. Sanford, FL 32771 To Whom It May Concern: This letter is in reference to Permit # 06-491 issued to Maronda Homes for property address 150 Wheatfield Circle. The permit was issued on November 16, 2005 and we have not started construction on this single family residence due to the decrease in our sales. The construction on this SFR is scheduled to begin within the next few weeks. Attached is the $15.00 permit renewal fee for Permit # 06-491. Please renew the permit for 6 months and we will call for our first inspection as soon as possible. If you have any questions or concerns, please contact me at (407) 659-3719. Sincerely, Russell eith Summers Vice President of Construction Maronda Homes, Inc. of FL I.egdnd of Symbols and Abbreviations: Boundary Line Brg. Bearing Conterine Calc. Calculated Right-of-way Line C.B. Concrete Block Overhead Utility Lino Ch. Chord Eesomenl Line Conc.: Concrete A Central Angla Consl.: Construction AAC Arc Length de Concrete Slab Blk. Block Elev. Elevation Boundary Survey: OFFICE 14:;W. eP24?4 c yYyyl a EJ3.S6M/T u 0 u u 0 & C uu 8 y CON C Z 2 J E° W, T rJ Are z ti. fi 9 •T u Q• Uo U 'an,Q 5 1X.tj lJd u oC Q G U ¢ u Nu55v 5 C . •vE c io'v ri/ry' E+sEM T wb. sva a';s eao Zw/,S'csP14Jf_ Raid Field Measured Fnd. : Found Gods.: Government L.B. : Iloonsed Business O.R. : Oil cW Records Pads.: Pavement P.C. Point of Curve P.C.C.: Point of Compound Curve 3 f.O.0i0' grrri G'Twcc, E.sic r REROD: Steel Reinforc4q Rod P.C.P. Permanent Control Potts P.I. Point of Intersection P.L.S. Professional Land Surveyor P.O.B. Point of Begfmkg P.O.C. Point of Cammencernent P.R.C. Point of Revarse Curve P.R.M. Pennanont Reference Monument P.S.I. Point of Street Intersection I—T Q0. cao' s V'04 Aam O I / conk.. 40T7D`, , I 7.7aiA'X M:. q•o fao' N p I I S i IA1 \ O b Fr.C.220.37 L V I 5t i ;aaw,.r;y.• F.QE Nro r P.T. : Point of Targency R : Radius R.L.S.: Regl toed Land Surveyor R/W : Right-ok wy Sec. :Section SIT. : Septic Tank T.B.M.: Tomporwy Ranch Marc W/ : Wffh a20 1 15' 5 I / O'Exccv3dr/E FPL. P NS REVIEWED C Tr mF SANFORD BO. too Arco C FA47 /VjG Lf ._. =:. s 1!A%L, _o%+'?:", r,,r trt-- .'. i•: '' •_ •:yi . 0 %MO./ti 4/L.F W, .• R f 7x Ll466,4TF/ELO .PGLE 37& 7AP A-ss so'RIu ' 2 /lfPl/ALT /itW'T. 2'Co Hc.aursalss, UESC?/PT/ON % Lo7 3 O-Hii.sE /4 j .f r5!%Bv/1.510•11 14,c0,e,0i.14. To /Ylifio IA/ vLAT BOOK , /igsES A o IC'aMIc aA SEiYlivvLE Co rrv7Y, Y-c>iA4. CERTIFIED TO /)/),A /dM 1 hereby cerlify that this map depicts a survey performed under my supervi- jr sion, and is correct to the beat of my knowledge and belief; and that this survey meets the minimum technical standards set lonh by the Florida Board of Professional Land Surveyors In Chapter 61G17.6. Florida Administrative :Code. pursuant to Section 4 22 027, Florida Statute . SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL S ley E. Smith 386) 734-7047 (386) 789.2855 ogistered Land Surveyor Certilicale Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: SE SM TN REVISIONS: CREW cHIEF:,A-M 2/.G SCALE: i/_ 2Oi Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-of-ways, if any, have been pro - DATE: DATE: /9, ZGYJS vided to this surveyor, except as shown. No underground Installations or utilities have been located, except as shown. 1WO19 — 962 — 05 1 National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 INTERNATIONAL. Phone:703/931-2187 Fax:703/931-6505 CODE COUNCIL.. website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE@ TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 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 applicanhin its application requesting this repoft. 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. No. A W1 5.0 IDENTIFICATION Each container of BORA-CARED Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, WAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by 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 status of this a periodic the subterranean termite feeding and tubing near basis. For information on the current st Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report, 110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CARE® Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTM, and the 1998 International One- and Two- Family Dwellirlg Code subject to the following conditions: Ener GauFORM600A2004ROFFICE9Y e® 4.5g FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A F PROJECT NAME: COVK42B 3C ADDRESS: 150 WHEATFIELD CIRCLE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2023 ft' _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor. Description Area or Single or Double DEFAULT) 7a(Sngle Default) 168.0 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 168.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, lnt Insul, Exterior R=4.1, 1180.0 ft' b. Frame, Steel, Adjacent R=11.0, 278.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2158.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 200.0 ft b. N/A Builder: Permitting Office: Permit Number: Jurisdiction Number: MARONDA HOMES 12. Cooling systenf J V - c W a. Central Unit `` Of CS .R .00 _ clot, SEE b. N/A - c. N/A _ 13. Heating systems a. Electric Heat Pump Cap: 42.5 kBtu/hr _ HSPF: 7.90 b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, Wholea fan Proerammable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 25022 PASSTotalbasepoints: 25917 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: DEC 18 2 Oo- I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: DEC 1 $ 200 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: Cap: 50.0 gallons _ EF: 0.90 PT, _ 4 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2023.0 24.35 8867.0 1.Single, Clear SE 1.0 6.0 48.0 61.07 0.96 2824.0 2.Single, Clear SW 1.0 6.0 48.0 56.99 0.96 2633.0 3.Single, Clear SE 1.0 8.0 40.0 61.07 0.99 2423.0 4.Single, Clear NE 1.0 6.0 16.0 47.10 0.97 731.0 5.Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.0 As -Built Total: 168.0 9243.0 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 1180.0 1.18 1392.4 Exterior 1180.0 1.90 2242.0 2. Frame, Steel, Adjacent 11.0 278.0 1.00 278.0 Base Total: 1458.0 2436.6 As -Built Total: 1458.0 1670.4 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 1.Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 4.80 96.0 2.Exterior Wood 20.0 7.20 144.0 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 2023.0 2.13 4309.0 1. Under Attic 19.0 2158.0 2.82 X 1.00 6085.6 Base Total: 2023.0 4309.0 As -Built Total: 2158.0 6085.6 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Stab 208.0(p) 31.8 6614.4 1. Slab -On -Grade Edge Insulation 0.0 208.0(p 31.90 6635.2 Raised 0.0 0.00 0.0 Base Total: 6614.4 As -Built Total: 208.0 • 6635.2 INFILTRATION Area X BSPM Points Area X SPM = Points 2023.0 14.31 28949.1 2023.0 14.31 28949.1 EnergyGauge@ DCA Form 60OA-2004R EnergyGauge@/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT Summer Base Points: 38072.1 Summer As -Built Points: 39500.1 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Central Unit 42500btuh ,SEER/EFF(13.0) Ducts:Unc(S),Con(R),Int(AH),R6.0(INS) 39500 1.00 1.08 x 1.150 x 0.90) 0.260 0.950 10895.7 38072.1 0.3250 12373.4 39500.1 1.00 1.117 0.260 0.950 10895.7 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 GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2023.0 9.11 3317.0 1.Single, Clear SE 1.0 6.0 48.0 10.59 1.02 519.0 2.Single, Clear SW 1.0 6.0 48.0 11.59 1.01 562.0 3.Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.0 4.Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.0 5.Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239.0 As -Built Total: 168.0 1983.0 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 1180.0 3.31 3899.9 Exterior 1180.0 2.00 2360.0 2. Frame, Steel, Adjacent 11.0 278.0 2.60 722.8 Base Total: 1458.0 2860.4 As -Built Total: 1458.0. 4622.7 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 1.Adjacent Wood 18.0 5.90 106.2 Exterior 20.0 5.10 102.0 2.Exterior Wood 20.0 7.60 152.0 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM Points Type1 R-Value Area X WPM X WCM = Points Under Attic 2023.0 0.64 1294.7 1. Under Attic 19.0 2158.0 0.87 X 1.00 1877.5 Base Total: 2023.0 1294.7 As -Built Total: 2158.0 1877.5 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 208.0(p) 1.9 395.2 1. Slab -On -Grade Edge Insulation 0.0 208.0(p 2.50 520.0 Raised 0.0 0.00 0.0 Base Total: 395.2 As -Built Total: 208.0 520.0 INFILTRATION Area X BWPM Points Area X WPM = Points 2023.0 0.28 566.4 2023.0 -0.28 566.4 EnergyGauge® DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 684.5 Winter As -Built Points: 8694.9 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 42500 btuh ,EFF(7.9) Ducts: Unc(S),Con(R),Int(AH),R6.0 8694.9 1.000 1.068 x 1.160 x 0.92)0.432 0.950 4067.4 6684.5 0.5540 3703.2 8694.9 1.00 1.140 0.432 0.950 4067.4 EnergyGaugeT" 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 I AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 12373 3703 9840 25917 10896 4067 10059 25022 PASS THE STg7 0 dI EnergyGaugeTM DCA Form 60OA-2004R EnergyGaugeWlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >118" 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 dearly marked cir breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.7 The higher the score, the more efficient the home. ELECTRIC, , , , I. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2023 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) 168.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 168.0 ft' _ 8. Floor types . a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1180.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 278.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2158.0 ft' _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 200.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MLC-Multizone cooling, MLH-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: DEC 1 8 20OR Address of New Home: City/FL Zip: Cap: 42.5 kBtu/hr _ SEER: 13.00 Cap: 42.5 kBtu/hr _ HSPF: 7.90 Cap: 50.0 gallons _ EF: 0.90 PT, _ SHE STqOF O rk 06eP 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 EnergyStarTA'designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Ifotline 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. nergyGauge® (Version: FLRC9 v4.5) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB #I LOT ADDRESS DIV/SUB MODEL 150 6CL00303 3-3 WHEATFIELD ORO-8CL COVK4 RIGHT CIR COVINGTON K 4 OFFICE This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading Is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Rev i wed Truss ID Run Date Drawing Reviewed No. of Eng. 47 Dwgs: Layout 07/25/06 MHGRDI 07/22/06 Roof Loads- V 07/27/05 S1 07/22/06 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 07/27/05 S1A 07/22/06 F1 07/22/06 S1 B 07/22/06 FGRD3 07/22/06 S2 07/22/06 FGRD4 07/22/06 S2S 07/22/06 Total 43.0 sf FGRD5 07/22/06 T3 07/22/06 G2 07/22/06 V1 07/22/06 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" HS1 07/22/06 V10 07/22/06 HS1A 07/22/06 V11 07/22/06 HS2 07/22/06 V2 07/22/06 REVIEWED c A N ORDC r r A HS2A 07/22/06 V7 07/22/06 HS3 07/22/06 V8 07/22/06 HS3A 07/22/06 V9 07/22/06 HS4 07/22/06 HS4A 07/22/06 HS5 07/22/06 HS5A 07/22/06 HS6 07/22/06 HS6A 07/22/06 HS7 07/22/06 HSGRDI 07/22/06 J 07/22/06 11 07/22/06 J2 07/22/06 JGRD1 07/22/06 JS1 07/22/06 JS2 07/22/06 JS3 07/22/06 JS4 07/22/06 JS5 07/22/06 INV # DESC QNTY DATE: NOY 2 9 ZZ05 JSGRDI 07/22/06 18331 THD26 18330 THD28-2 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 2 SEAT PLATES 124 IMI I NOV 2 9 2006 1• .This ,safety::alert, symbol.: is •,used ;to attract-your attention!. PERSONAL SAFETY IS INVOLVED! When you.see'this symbol - BECOME ALERT - HEED ITS CAUTION: _ _.-A :CAUTION identifies =safe operating practices or Indicates; unsafe •conditions that• could result.in personal injury or damage'to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES® it is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend.these recommendations to be interpreted as superiortothe project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based•upo`the collective experience of leading technical The builder,'building contractor, licensed r , E. contractor,'.erector 'or erection contractorAs:ad- t; wtsed.to°obtain:and.read'ttie.entire:booklet'•Corri= mentary'•and Recommendations'for'Hand ling' In= stalling .'& ° Bracing Metal -Plate 'Connected "Wood Trusses,, HIB-91, .from the Truss Plate. In Itute.: DANGER: =, A' -.DANGER - designates 'a- condition. where failure to follow instructions or heed warn- ing will most :likely .result in •serious; personal injury' o.-death or' damage to structures. WARNING:.;': A WARNING describes.a condition. where failure tofolloW instructions could result in: Severe personal injury or -damage to,structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 personnel inthe wood truss industry, but must, dueto the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others Copyright m by Truss Plate Institute, Inc. All rights reserved: This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4-grade marked lumber."AII."connections A.- should.be made;with minimum of 2-'1'6d nails.'AII trusses: ass imetl:2'.on--ce niter or less:All multi -ply trusseshould: be connected' together. -in accor= dance.with. design'drawings.,prior to. installation.`' TRUSS STORAGE CAUTION: Trusses' . should. -not The unloaded on-rough.terrain or: uneven . surfaces - which could cause damage to.the'truss.' •.:. Trusses stored horizontally should be sup - ported on blocking to prevent excessive lateral bending and lessen moisture gain. A.,-.,,,.'WARNING:: D'o, not:'break banding-uritil4nstalla- ; y . tlon'' tiegins nor=Jlft'bundled trusses'by`the"bands. WARNING: iDo: n% use damaged trusses. ; Trusses stored vertically should be braced to prevent toppling or tipping. DANGER::Do not s16r6-bundIes.upright unless properly:braced. DANGER:Vailking - on .trusses which. -.are lying flat is extremely dangerous and should be strictly prohltiited.-. •. -• Frame 1 r .' ..r+•... -.. . ,:'•, ..•: ). µ •,_ .,', f:'i'i -. a . _, ... ., .•, -•. •: ._ t`•WARN ING:• 'Do.not.attach cables,; :ehains;'.or ' ` I:WARNING: Do not lift single trusses with spans- hooks'to',the:.web members greater'than' .by the peak, MECHAN•ICAL 610- 60' 'INSTALLATIONessorless . Tag Line 7 Approximately Approximately Tag I/2i truss length 1/2 truss length Line Truss spans less than 30'. Lifting devices should be connected Strongback/ Spreader Bar to the truss top chord with a closed- SpreaderBar loop attachment utilizing materials Toe In Toe In such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Approximately Less than or equal .to 60' Spreader Bar Toe In Approximately 1/2 to V3 truss length Less than or equal to 60 Toe In Tag Line Tag Line I- i' Approximately t/i to Y, truss length Greater than 60' Tag r Line Strongback/ SpreaderBar At or above mid -height Tag Line 10, 1 10, Approximately Y, to'/, truss length Greater than 60' CAUTION: Temporary_':bracing .shown"in'.ttiis;summary sheet:is.adequate for the'dnstallatlon'of trusses',witFi -similar-;configurations:' Consult a;registered ;professfonaL.engineer lf:aidlfferent i5.;' bracing =-arrangement is desired.,7he:,engineer.cmay-faesign :bracing'.in mccordance.'.with ; r. , Recommended IDesigri "sSpecificafion for_.Teinporary.Wracing ot:Metal Plate Connected':Wood -'' r`= aTrusses DSB=89 .and •in:some'cases determine:.thet a:widenspacing Is`:possible.; GROUND BRACING: BUILDING INTERIOR' GROUND. BRACING: BUILDING EXTERIOR GBp,* Top Chord. Typical vertical End W°II Sde attachment I Plan \ ' 1;, 1• `' ; _ _ %\. .'' •_ Blocking. lei truss Of brso`L•d p 1 group of trusaoai nd brace (EB)•; V 1 ` Ground brace lateral (LBG) Ground brace vertical (GBV) z. z. Ground brace r -- diagonals (GBp) Note: 2nd Moorr system shall have adequate capacity to support ground braces • . . oor A s e ro d-'GBV • _ v'!^•;'_, Ground Brace\ 'JI ) rf ' % •>-••. I Vcrticala (GBV) Ground brace _ I il, Y J l• t _ diagonals (GB ) ' _ Y --. • . D ./•^. Ground brace :: _ — =li%: •.. vertical (GBV) C j' •. _ 'Ground brace \' ' J ` ' Mteral (L8G)` •_ 1st truss of brae I r ..group of trusses End brace (EH) Backup ground stake Driven L_•let floor I ground stakes CAUTION:iGround.bracing:required.for°all installet16ns.;i Strut Typical horizontal tie member with multiple stakes (HT) L1fA •'•. .1 . Frame 2 e j 12i — 4 or greeter q y. yA °\ q Top chords that are laterally braced can buckle together and cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed . to the underside of the top chord when purlina are attached to the topaide of the top chord. SPAN ' '. C MINIMUM PITCH TOP "CHORD ' LATERAL' BRACE SPACING(Lbs)• TOP CHORD DIAGONAL BRACE SPACING'(DBS) trusses . Up to 32, 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir --- - - SPF - Spruce -Pine -Fir Continuous ToD Chord All lateral braces Lateral Bracc lapped at least 2 Required trusses. 10' or Grt i -N Attachmi Requirec PITCHED TRUSS WARNING: Fallur'etofollow.these'recommendatioriscouId'resultin severe er6onal,1n'ur ;'or dams' eao`trusses-or'bulldin s. ,,, : •+ }` SPAN MINIMUM PITCH DIFFERENCE TOP CHORD . LATERAL BRACE SPACING(LBS) TOP CHORD,, DIAGONALBRACE ' SPACING (DBS} trusses) SP DF SPF HF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 1 6' 9 6 Over 42' - 60' 3.0 1 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord ? Lateral Brace % All lateral braces Required _ / lapped at least 2 10' or Greater / trusses. r y Attachment / Requited 2.5 12 t38 12 fiz Q0 Cary c, tip y ,, )Q, Top chords that are laterally braced can buckle i Q\ together and cause collapse it there is no diago. j_ •'::; J / J GjQ, nal bracing. Diagonal bracing should be nailed j u',•• , to the underside of the top chord when purlins are attached to the topside of the top chord SCISSORS TRUSS Frame '3 4 or.greatef SPAN,,' MINIMUM PITCH'. BOTTOM CHORD LATERAL BRACE SPACING(LBg) 60TTOM CHORD' DIAGONAL BRACE SPACING (DB') S trusses] SP/DF I SPFIHF p to 3 4/12 15' 20 1 15 Over 32'- 48' 4/12 15' 10 1 7 Over 48'- 60' 4/12 15' 6 1 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir CGS A. ro, w WY43 Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. Ki oW these:reco'i ffi6fida-ti6n.6",i56tild 7'- n ` yWEBMEMBERPLANE'," Trame 4 All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE Cross bracing repeated at each end of the building and at 20' Intervals. SPAN MINIMUM. DEPTH TOP CHORD. LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONALBRACE SPACING (DBs) trusses SP/DF SPF/HF Up to 32' 1 30" 8' 16 10 Over 32' - 48' 42'. 6' 6 4 Over 48'- 60' 48" 5' 4 2 Over 60' I See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir L/ The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle togelherand cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Continuous - Top Chord Lateral Brace iRequired T I 10' or Greater I ;' I I i Attachment Required — l I 20'(08 10 Trusses D.C. 17 r• "All'lateral'- ",' - V r\' ':9`Z• ' braces lapped trusses,' / End diagonal are,, e'sse-ntial for' -';,..- stability and must be duplicated.on' both ends of the truss system. ' 4+ 30' or greater w'i;;c f•, - Yr . : ti WARNING:. Fillure-tofoilow these -recommehdations-could tesult+in' 1^ ;w.l,i; •f4ii'''t'`l rat'G. - ':Sr1t•G.. •1.: •. •;a7 A/..N..i:, , 'i1.i .1:., ..l' '!'• severe. personal'rijury'or.damage,to'trusses`.or'buildiirigs:- 'i ifi: pia .'i• '1`'_t i , i2'v'i;: :.! •t. . . .. 4x2 PARALLEL CHORD TRUSS:TOP CHORD . Top chords that are laterally braced can buckle - together and"use collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the lopside of the top chord. 5 l J. 30, is T(D@s) se Q2' o. c 1 / s t Continuous Top Chord Lateral Brace CF-11 Required 10' or Greaterl 1 Attachment Required Draces• lapped , at. leastitwo ,a' ti,,;, .:1. .. ,• trusses. End diagonals are essential for',,. stability and must be duplicated-oni both ends of the truss system. Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. Frame . 5 SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOPCHORD DIAGONAL BRACE SPACING (DBS) I# trusses) SP/DF I SPF HF U to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer A\ DF - Douglas Fir -Larch SP - Southern Pine ioy HF - Hem -Fir SPF - Spruce -Pine -Fir 0y ti ryDo e@F Diagonal brace also required on end verticals. Topehords that are later ally br aced can buckle together and cause collapse if there i•nod iago. nal bracing Diagonal bracing should be nailed to the underside of the top chord when purlins arc attached to the lopsrde of the top chord MONO TRUSS PLUMB I I Truss I Depth D(in) 12 j 3 or greater tZ All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10- or Greater II Attachment I Required WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Lesser of D/50 or 2" 1 /4" 1 ' INSTALLATION TOLERANCES BOW Length L(in) Tt Lesser of y; L/200 or 2" D(in) 12" Maximum — Plumb Misplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. 1 T L(in) L(in) U200 L(tt) 50" 1 4" 4.2' 100" 1 2" 8.3' 150" 3/4" 12.5' L(in) Lesser of U200 or 2" L(In) U200 L(ft) 200" ill 16.7' 250" 1-1/4" 20.8' 300" 1 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. A. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses. Frame 6 L(in) Lesser of U200 or 2" L(In) U200 L(ft) 200" ill 16.7' 250" 1-1/4" 20.8' 300" 1 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. A. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses. Frame 6 OUT -OF -PLANE INSTALLATION TOLERANCES. A. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses. Frame 6 Xaronda Systems MARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321-0064 Fax (407) 321.3913 Date: November 1, 2006 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley trusses labeled V-1 through 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans.- All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. Sincerely, Tomas Ponce, P.E. Date: Job: MARONDA SYSTEMS Customer: WO:VALLEY SET TI:V'•-• Qty:l DESIGN INFORMATION TOP CHORDS: 2X4 SP 92 —___2x3•TRWRGVE"E BRACING ED-FCATTITGE-- e.mpmmeandisanindiwin BOT CHORDS: 2X4 SP 92 OF WEB WITH 12d NAILS AT 6' O.C. OR A SCAB OF HHHIIhasneiidalllufbeenhatedanerhrorlhermprmiddbythediemThe design. di,elairmsany tesporonilityfar dam g... WEBS: 2X4 SP 93 THE SAME DIMENSION AND GRADE AS WEB; NAILED SUPPORTING TRUSSES remh or r. try or borr rtect information, speciec.do.f wad/codesign famished to the avn design. by the elitm TIC MUST BE CONTINUOUSLY BRACED TO FACE (5) OF WEB WITH 10d NAILS STAGGERED VALLEY TRUSSES TYP.) TYP.I I II information asitrtandthecaecmmor .leanly of this inform may relate m. specific pmjal am accepts no BY ROOF SHEATHING UNLESS NOTED 6' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND II VALLEY AREA 1 responsibility or eeeseisa no eonu.l with regard to rabricadon,bandlin& mipmentand irnstalladanofha OTHERWISE. FOR 90 Al OF WEB LENGTH. 2X6 BRACE REQUIRED Thiswvhasbe.'desigrea"'nindividualb" mm, ON ANY WEB EXCEEDING 14'. . COMMON VALLEY - component inaeordsaccwith ANSI/ TPI1-1993and NDS-97 to be incorporated as pan of the building design VALLEY MEMBERS TO BE SET eenoles LINE edge or one lace 0 by a BuildingDesigner ( registered .clatas. PERPENDICULAR TO TRUSSES BELOW. denotes BOTH edges or Bolh faces. IRI pmresitmal cogineer) When reviewedforapprovalbythebuildingdesign., the design loadings shown man be chakrd to be sure that the data shown., in agreemm IT IS NOT REQUIRED TO SHEATH TRUSSES 1) ONE BRACE REQUIRED ON WEBS > as 94.0' LONG ' with the local building eodmbear climatic mowto, wind .serawloads,pmjataparre.ti--special BELOW VALLEY SET. VALLEY MEMBERS I2 ) TWO BRACES REQ'D ON WEBS > =126.0' LONG. " applied bans errataas'bow. lean has can' Isceo designed PROVIDE ALL NECESSARY TOP CHORD f. storage Occupancy loadcdps. TharassumesVALLEYTRUSSESAREACCEPTABLETO BE mmesw pro. chords (top ashomm) v, -ctin.oesty BRACING. braced by mesthierg .dm otherwise specified Wbera CANTILEVERED UP TO TWO FEET. MONOVALLEY boom chards in teasia. are hat folly braced laterally by WHEN VALLEY MEMBERS ARE NAILED DIRECTLY properly applied rigid ceiling, Wryshouldbebracedtl . I •- ma:;mamspacing Or1"0c.Connector Waloswube TO TRUSS TOP CHORDS USE (2) 16D NAILS PER aurl:onn tsnu ter maonfxtmed Bum xo gage butdipped &at ..iced wed VALL! T i RU 1 g E 1 T P.I meeting ASTM A 651, Grade 40, anlm otherwise shown. INTERSECTION, OR TWO FEET ON CENTER. I FABRICATION NOTES WHEN BELOW TRUSSES ARE SHEATHED FIRST I hformrabric.don, the hleric.t. shall review this USE (2) 10d NAILS OR (1) 16d NAIL PER I drawing to..irythat this dnwmgisinemf--. with the rabricrmrspiano and to realize acontinuing for INTERSECTION, OR TWO FEET ON CENTER. P. SUPPORTING TRUSS VALLEY TRUSSES (T YP. I responsibility web vaillcalim. Any discreptercies we mbeputl-abeividlledovng rlootdng. lbbrbaisasdisnon. r s! stallrotbe (nwaBcd over koothola kmuarlistaetedIFLESSTHEN3.0.0 THEN MOVE ( COMMON OR GIRDER grain Membm than be ran roe dghi ntling wood m..od bearing Connector plat. dhallbelocated anboth bactsal DIAGONAL WEB TO NEXT PANEL. the — with nails rally bnbcddrd was awl be dam . boor 1. . . the joint malmotherwise shown Asx4plrleiss'wide, 4' long. A dxg plate I! 6' wide x 1' long Sla s (boles) eI WHEN DIOAONAL WEB PRESENT USE Ixl PLATE mnp.rllelto the plate length specified Doubt. c..on wnh m®bon .hall ram at the ccercuid or the webs t don mheswise shown. Counter. plate.ia. are mkinstm VARI E 9 V(II WHEN NO DIAGONAL WEB PRESENT USE 2x4 PLATE COMMON TRUSSES iWcoshown mdmryneed orbs streia.. UP 101111 TYRI dlotased This.." cr calamhandlmg md/..awermesse lT 2x4 .0 2x4 1/AILEY TRAPPINGTO TRUSSBELQW Thisis r. mrdant anted cuss is sun m rbbrbawn. OR 5xB ORVALLEYMEMBERSATrF. dd, lumber holm otherwise shown. F..ddrtiowl I.formuirw.o Quality cmvol meansANSUTnDIAGONALWEBSREQUIREDWITHw 4xB 4xs ex6 4xe 24 ' O.C. (TYP) 1-I»s SPANS GREATER THEN 28.0.0 OR 3x6 4 a OR PRECAUTIONARY NOTES 3x6 2x4 2x4 2x4 All bracing and ereetiec raommead. dom .., a be i. - Handling, 2x4 axe baawed re.d—, with ln.,aillmm g. 8racing'. MS-91. Tresses arembebwalledwithIvAR1E1C) panicatat edaringbamingwbm,dling,dc8e<ry.nd 2z4 J 2x4 JJJJ 12 O installationllinstallation to .raid damage. Ternporvy, and pcmnancnl 0.0.4 O bracing ror holding cusses in . wr.ighl and pl.mb positions and later resisting lateral forcesdesigned ball be designe C%lJ and installed by athen Cvelbl handling isesseoddsadat creation brreing 1. ahray. required. No p—.u—,y 3x6 2x4 2x4. 2x4 2x4 4x10 2x4 3x6 2x4 3xE I. rah Imes mquires such semp..y bracing darNg 2x4 OR3x6 °" r installation between cues to.void suppling and! drmiming. The mp. wion. r. ado..ro..aa%hallIt. 3x6 2x4 4x6 opt 14x6 U ad. the lateral of paaons experilec d in the 2x4 LL1 installationoruosnProfessionaladviceshallbesoughtIfnexdedCotatenaad000fconstructiontoadsgreatuthanMAXE0.0 O.C.ITYPI MAX. 6-0-0 O.C.(TYP) 0 the design lads %hall . be applied to Ili®es I any done. No loads other than the weight of the.amrs shall be MAX. TRUSS SPACING applied to uusm until aea all hastening and Eraciog is BELOW r 48 ' O.C. - sampled 1.4 SPANS UP TO 60.0.0 I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI I-1995 WARNING: READ ALL NOTZS ON THIS SHIM A COPY OF THIS DRAWING TO Di OIVI<N TO ZRZCTINO CONTRACTOR. BRACINO WARNING, M a ro n d a Systems Bracing shown an this dra.ing Is not enerimn barons. stind bracing. per.l lametnt or simhlar bracing Which Is a pan of the building design and which must be considered by the building designer. Bracing the" is four laiml support orua. embers only 1n red.ce baskling Iangh Provisions must be made to anchor I.I—I bracing .1 ends and q_irrW l.aliont determined by the bolding designer. Addhtional bracing of the overall melore may be required (Sec HIB•91 4005 MARONDA W of TPI) F. specific cuss brain. req.iremennonac , crs building design: (Tat. Pl. te hmlmte. TPI is located 581 AY DOnoroDr ve.MWnon, P•sconsin ss119). Sanford, FL. 32771 407) 321- 006.1 Fass (407) 321-3913 TOMAS PONCE P.E. LICENSE a'0050060 1005 VANNESSA DR. OVIEDO FL 32766 Cont. Suvoort Eng Job: Dwg: Degnr:TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 10. 0 psf BC Dead 2. 0 oaf u psi Studs A 6-0-0 O. C. -- WOs VALLEY SET T I : V' 7/27/2005 Lbr DF: 1.25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 21-4355 r•---- . v.aasr ro hr: t.: \sac- lrVr\\reOxR\ JODB \1'IAI(VNLA ` JT57'GM5\VT.PrX DESIGN INFORMATION This design is in, an individual building component ad has been bawd on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty of mconect information, specifications aMfor designs formstned to the tress designer by the client ad the corrennm or accuracy of this information a it may relate in a specific pmjecl and aacps m responsibility or nereiro m control with reprd to fabrication. handling, shipment and installation of trusser This truss has been designed as an individual building componerd in accordance wmh ANSUT91 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer When reviewed fa approval by the building designer. the design loadings shown must be checked to be ore that the data down art in agreement with the local building coda. local climatic records for wind or smv bads pojw specifcaions or special applied bads Unless shove, vua has no, been designed for atmage or oc q—y bads The design assumes compessium chords (top orbottom) ate cmmrmusly braced by sheathing unless otherwise specified Where bottom chmdt in tension are -I folly braced laterally by a properly applied rigid eeiling. they should be bracd at a mavmum spring of 10'4' o c. Cmmcctor plates shall be anufacmred from 20 pinta Ilot dipped phenizd reel mca ng ASTM A 653. Grade 40. unless otherwise sow. FABRICATION NOTES Prior o ubneatioi, the fain tm shall review this diving to verify that this drsvong is in conformance with the fabricator's plans and to realize a comitmmg responsibility for inch verification. Any discrepacies ere to be put in writing before calling or fabrication. Oates shall not be inmalled over laothotes knoll or disioncd grain. Members sail be w for tight fining nod to wood boring. Com""' pLto stall be located on both faces of the truss mth ws fully imbedded and shall be s)rrn abed the prim unless osatr,.ise stow A 5s4 plate is 5• wide c a- long. A fiat plate is 6• wide a 9. long. Sons (bola) rem parallel lo the plate lengthspecified Double cats on web mentbers shall meer a the cernroid of the webs ..I — Connector othavisoshownplate situ arc minimum sizes based on the forcer show and may need in iecrmed fin certain bardhmg aoNor erection soma. This truss is not to be lubricated with fire ruadam treated lumber ardas otherwise pow. For additional atim 0o Qaaliry Control refer to ANSIfTPI 1- 1995 PRECAUTIONARY NOTES All bracing ad erection m eemmendnions are to be followed m accordance with accepted idvsvy publications Trusses arz to be handled with particular care during banding and bondling. delivery and ' installation in avoid damage Temporary and permanent bracing for holding tosses in a tonight and plumb position and for resisting lateral forces shall be designed and insulted by others. Careful handling is essential and crmion bracing is atuays required. Normal precautionary acboo for tressa reclaims such temporary bracing during installation besw een busses to avoid toppling and dominoing. The opmvion of erection ofuasses shall be under the control of perntm aperiaeed in the installation of trusses rof®onal advice dull be sought if nailed. Conecmmtion of constncsion bads greater than the design loads pall not be applied to truss at am lime No bads other than the wcpn of the crecton shall be applied to tresses until alter all fastening and tiering is completed Job: Customer: WO:HIPDETAIL TI:HIP HIP TRUSS BLOCKING REQUIREMENTS APA- FORM NO. TT-033 SPAN RATING AND BLOCKING RECOMMENDATIONS FOR USE OVER HIP-ROOPS SUPPORT AT 24- O.0 Roof Slope Panel Sp en Retina 24/ 16 32/18 40/20 48/24 1: 12 OK OK OK OK 2: 12 OK OK OK OK 3: 12 OK OK OK OK 4: 12 OK OK OK OK 5: 12 4i !rr'O•K :+;'= OK OK OK 0: 12 0K 0K OK 0 : 1 2 OK OK OK 7: 12?.'riOK:y OK 0K 0K 8: 12 T: 0 :y OK O K O K 9: 12 OK OK 10: 1 2 mm0-t—e?t. r*r310,Knl;ri 0 K 0 K 1 1 :1 2 sr r 2",i 0. K:! } :. ri:- iF k 0 K*:-r' OK OK 12: 12 5a i^i?OKtk_•' c=4,t sQK_;:<n= iOK")r^ 0K 131 2 d<.'f'a0.{(% - e. r•` fir. _ 2c%iY„2.`,0'K.{+:.y(:{5• 0 K 1 4:1 2 OK; - BLOCK 12 51 5/ 12 (1) 2X 1'-1 17/4• TO THE FRONT OF HIP TRUSS 7/ 16.OS9 ROOF NOTE' SIMED ARFA REQUIRE IX LUMBER BLOCKING BHTWSM TRUM AT UN SU"ORTED PANW, WOES IN I BP ROOF AREAS 2x BLOCKING TYP NAILED W/ I OD 12" O.C. 6112 OR ABOVE 2) 2X ONE FROI, R ONE BACK OF HIP TRUSS NOTE: NO BLOCKING IS REQUIRED ON 4/12 AND BELOW PITCHED ROOFS WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Maronda Systems Brocmg shm,m on this dining isnotauction bracmg.,nnd broen& penal bracing or simnur bracing uhmh us pan of the building design and which mum be considered by the building designer. Bracing slow is for lateral support of bass members only to reduce bucUing length horiaom mua be made lo an3or latml bracing a er,ds and soared localima determined by the building designer. Additional bracing of die ovmll structure may be required. (See HID-91 of 791For specific toss brxmg requirements. contact building desigw.(Tmss Hate ImtitwtG TPI is located at 553 4005 MARONDA WAY lytmofrio Dnve. Madison Wisconsin 53719) Sailford,FL. 3277t Component Fnginmingby.TmuEngincaingCo..9.A.IlaSoursdsidcRd.Edennon.NC27932 407)321- 0064 Fax (407)321-3913 TOMA-S POpICE P.E. LICENSE .0050060 367 Medallion FL Chuhsoln, FL 32766 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Qty:1 sty 12 16 BLOCK r\ s PRS - ENG D TRUSSES WO: HIPDETAIL TI: HIP 11/2/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 32-0 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\Job-1\COMN-l.prx I 'Job: COVINGTON K 4 Customer:10@ UPLIFT D.L. WO:COVK4 TI:F1 Qty:l DESIGN INFORMATION This dmp if lot sn indhidual building oompoocon am has been based an information prosidd by the dim. The designer A-4-ims any responsibiluy fm A- a. result of bulry or incomes info.uatton spmBmuom a&. dmgm hraish0 to the uass dc.W- g• the diem ad the cmrmtra or accuracy or this infmvutioo n it m.y ,date to W-liie projem sal acecps a. responsakht) or ecerc as on control u.b regaud to fabrintim, balling, shipment ad sasullaciao of trusses This um her been designed a en indnidinl budding cut in woord ocs nith ANSUIPI 1-1995 and NDS-97 to be incorporated an port of the Nuldmg design by a BuiWmg Design. When anienrd for pprosal q the dnlding dengm, the design Icodings shoos mint be chtskd to be sure that the data shown one in apeco eon with the lost building codes, local dimatie rem I for nid or sore (cods, psojm spaifical or speoal applied Inds Unless shorn truss her m been designed for nonage or omWancy Inds. The design assume ompemm chords (sup or boom) sue conti®wnfy brazed by shalhing rotas abenrve spectfed. Where ban= chords in t®on are not stly Oncod latma) by a Pr•Pab' •po npd teilm& they should be bawd al s dmm sparing of 10'4Y o e Conmam pWa shall be manuMurd firm 20 gauge M dipped phanimd acid min{ ASTM A 653. Grade 40. -n a ahawise show. FABRICATION NOTES Prior . hbricstim the In uator shall rnxw this dewing to nerd) thal the drawing is ro cooformna wub the bbriators plain and to realize a wmimsing reWateubilit) for such icriflaumc Ao) duveponctes ue to be pm in venting before muting or fabnatim Planes shall not be maalled sec kmh,--, lemur or dmortd grain Mernbers shall be cis fm tight Rung wad W ..ad bsanng. Connector plate shall be located an both faro of the unss wits o=Is fally mnbeddd sal skill be s)ta sbora the joint tmlm a bcrwise shmta A 5t4 plate a 5' wide x 4' Iong. A 6,11 pWe is 6' wide t a' Wog_ Sloe (holes) m puaM to the Wane knph spoaficd Doubt, cuss on cots memsas shall tea at the mdrosd of the webs asml aih-ese shown Coa.eaor plate cunt tie mi.;-- based on the form Mown .d any nerd. be increased for certain handling And/or aecteo aresses. This trim as m W be Ubri ated wilb fue resudam treated lumber unless othernise shoo. For addnioml mr,orrsaleo on Q ahl) control refer W ANSIMI 1.1995 PRECAUTIONARY NOTES Au bracing and ertmim remmmmd=iom tie to be folWwtd in amordara a nits accepted idusu) pruilnatnoat Trusses are W br harndld with panicobr case during bonding and bandhns dehitry and b" w+1.. to said d urog, T-pont, d permanent racing for bolding tomes in sualght and phmb pmutiess ad for -nag Iatrnl form shag be dmgxd sal imalld by dhen. Csrdul hadWg ss esstmttal and cre stac bracing u .twins rtgmrrd Normal prmution y action for trusses ragmra such iemporar) bnang during uanllanian beta m trusses W n.id uvptmg and donttmn,. The aipeniseo of erectionof utesusi shall be tnda the control of perms ayvemd in the tasulluma of muse. Professional this "I be sought if nadd Coacmusum of car=== lamb grater than We dmp loads shall m be sMsod W uas>n it any tam No Wads other than the aught of the aecson shall be ppled W trusser unW after W bom-, and bracing u TC: 2x 4 SP a2 BC: 2x 4 SP A2 WB: 2x 4 SP !3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 134 0.52 A 4- 3 124 0.18 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span 0.14/354 0.12/434 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = -0.03 Long term deflection factor - 1.50 3- 8-8 COSMETIC PLATES (12)1.SX3 or 1): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. User defined loadcasea have been considered in this design. In - Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift ! Type 0- 0-12 1 184 0 -260 B Pin 4-- 8- 0 1 196 0 -217 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 4- 0 82 0.06 C 4- 2 -13 0.01 0- 0 163 0.22 C 3- 2 285 0.40 0- 1 276 0.23 C 4- 0-1 0- 3-8 5- 0-0 3x4 3x4 3x4) 1.50 3x4 4- 6-0 II I I 184# 1.50" 196N 8.00" IF 4- 8-8 4 3 0- 0 4-8-8 i EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Laronda System S ow. a. mi ERECTING CONTRACTOR. BRACING AARNING: Bracing shthis ding is m actWn bradog, uid bracing. penal bracing or snmilu scants, u hich is. pan of the build., dmp ad wkeh sum be emiddad b) the Aaldmg dmpc. Bracing shone u for btaal sir, of tom cambers trd) to redixs bucLhag length Prmisiam mom be made W snchm latent bracing at ends and spmfid Watiom daesmroed b) th butidmg dcuper. Additional bniang of the aera anuure may be rtguind (Sec HUi-91 of TPI) For speifsc tom bnang rexlteurcesents, cordan bidding dmgna fauns Rate lamrtae, TPI is looted u 593 4005 MARONDA WAY DDecdrio Drirt. Madonna. Wino®n 53719). Sanford, FL. 32771 Compoomt En- inter tli by. Tom Engnming Co. P A. gl6 Soury1-,h Rd. Edema., NC 27932 407) 32- 1-OO64Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE n005006e 367 Meson FL ChLduot:k FL 32756 Joint Locations 1) 0- 5- 4 3) 4-10- 4 2) 4- 10- 4 4) 0- 5- 4 L. and R. End verticals designed for wind WndLod per ASCE 7-02, CLC, V= 125mph, H= 15. 0 ft, I= 1.00, Etcp.Cat. B, Kzt= 1.0 Bld Type= encl L= 5.0 ft W= 5.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Res; FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-92/134, BOT CHORD 4-3=-88/124, Cr Webs 4-0=0/82,0-0=-145/163, C 0- 1=-102/276,4-2=-13/9,3-2=-108/285, C 0- 0=-225/421, Scale = 0. 3636 Eng Job: WO: COVK4 Dwg: TI: F1 Dsgnr:TLY Chk: 7/22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA I I I Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:FGRD3 Qty:l DESIGN INFORMATION This design is for an indnidrol building tampoemt and has been bard on informasion pronidcd b) the dim. The designer aiwin,s an) respamobil l) for dau,s n a result of hull) or moored tnformmiou, spmfietua e, sndlor design furnisbcd to the true designer b) ft dew sod the mrmmm or amuse) of tbu information a it ma) relate to a spaiflc peojets and Keeps- no responsibility or esernses on natural milb regard to Mrsrun4 hauNmb shipment and installation oftrsautea, Thee Vim has been designed as na tmdn-AW buftng Component in acoordariee with ANSVTPI 1-1993 and NDS-97 to be incorporated as port of the buildmj design q s Bmldma Designer When mimed fa appimal by the riulmng designer, the design loadings shmts must be checked to be sore that the dam sboan as in avne em math the loaf bmWtag cads, local dmutic ramds for mrd or soda Inds, prejm speeilimion or rpaial applied fonds. Unless sbomn, toss has m been desiµed for storage or omspanc) hods. The design assmmes oontprrsian chords (nap or batons) as cootmm* booed b) daeu ins tunlea otheraaifs isesprd. Where ban om chords in tension as m fsdly brad laesalh b) properly applied rigsd oeibng, tbc) should be brand at msslonum spndrut of 104)' o c Comma plates stall be mamtfaumsrd form 20 gauge has dipped phttniad and ueatng ASiM A 633, Grade 40• miles orh-- shoats. FABRICATION NOTES Prior to fobnatlon, the fabricator sholl miem this datuiag to tent) that this drsamg is to Conformaae astb the fabricators plans and to real- a comimung responsiriUl) for such tendon. Roy dismepancies are to be pat in -iiiug before Cotung or abnotim. Pales shall out be installed ma loam es, knots or diaortd gain Members shall bean fee tight Ruing %and to rood bearing. Coummor pinta shill be located on both am of the tom math nah Nh imihedded sod shall be qm aborts thejoim umea ahouue sbmtn A ds4 pale is s' aide s 4" long. A 6sa pate u 6' aide s a' long. Slats (toles) mo parallel to the plate kngLb Wnified Double ems on web rem. shall mat at the omrad of Ibe ribs umem othentise shown Connmorpate sins as mimvwm G>a based on Else form shorts and may need to be tnerCafd for shin handling andlur erection a+rm This Ilea is nee to be abriated with Rra «lardaul heated lumber mkss mherttm shoats. Forulditiooal mfortiao on Q ably Comrd rder to ANSVfP1 1-1995 PRECAUTIONARY NOTES All braerng and eratioo r®mmmdmiom are to be fdlmed in nottarA- noe a,th ampsd todosw publication Tosses art lobe handled asthpaniadu are dmmg bsadmg W rimming, deliswy sad nu.tb,im. m ntid damaga. TImplat) and pc®-t broeing for bolding trusses in a suatgW and plumb paium and For resisting lanaal form shall be dmpd and i-Iled by others. CaiWl hamming is essential and esmiom bracing a ahta) i sequitd. Normal pree miry setioo for musts agmm orb tmWonq basing during installation berm= trusses to mud toppling and domtonin} The supmtiaao of ermiom of hum shall be under the control of person etperieoned in the 1mWlaim oftnass Professional saltine shall be ought if needed C®usum of construction loads (water don the design loads shall not be applied to trusses at any Ume. No bands other than the acghl of the censors shalt be applied to trusses until alter W risen ng and brcng is amnpteted TC: 2x 4 SP N2 BC: 2x 4 SP A2 WB: 2x 4 SP A3 GBL: 2x 4 SP ; 3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. L. and R. End verticals designed for rind WndLod per ASCE 7- 02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 14.7 ft i- 10.1 ft Truss 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- 2 112 0. 07 A 0-12 -119 0.05 2- 3 107 0. 06 A 12-11 92 0.04 3- 4 107 0. 04 A 11-10 0 0.03 4- 5 107 0. 05 A 10- 9 0 0.03 5- 6 107 0. 05 A 9- 8 0 0.03 8- 7 0 0. 02 3-8-8 Analysis based on Simplified Analog Model. oint Locations All COMPRESSION Chords are assumed to be 1) 0- 3- 8 5) 8- 4- 8 9) 6- 4- 8 continuously braced unless noted otherwise. 2) 2- 4- 8 6) 10- 4- 8 10) 4- 4- 8 User defined loadcases have been considered 3) 4- 4- 8 7) 10- 4- 8 11) 2- 4- 8 in this design. 4) 6- 4- 8 8) 8- 4- 8 12) 0- 3- 8 Wind loads have been checked perpendicular This truss has not been designed for ROOF to the face of the truss. PONDING. Building designer must provide In -Plant Quality Assurance with Cq= 1 adequate drainage to prevent ponding. (0.25 MAX. REACTIONS PER BEARING LOCATION----- in./ft. min. slope to drain). Truss must be X-Loc BSet Vert Horiz Uplift I Type marked to prevent UPSIDE DOWN erection. 0- 2-12 1 106 74 -74 B H Roll FORCES (lb) - Max Compression/Max Tension 10- 3-12 1 71 -107 -59 B Pin TOP CHORD 1-2=-82/l12,2-3=-80/107, PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-4=-80/107,4-5=-80/107,5-6=-80/107, WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr HOT CHORD 0-12=-119/34,12-11=-77/92, 12- 1 85 0. 26 C 9- 4 123 0.61 C ll-10=0/0,10-9=0/0,9-8=0/0,8-7=0/0, 11- 2 167 0. 77 C 8- 5 170 0.77 C Webs 12-1=-56/85,11-2=-101/167, 10- 3 118 0. 61 C 7- 6 62 0.30 C 10-3=-90/118,9-4=-92/123,8-5=-97/170, GLOBAL MAX DEFLECTIONS--------- 7- 6=-34/62,0-0=0/0, LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/ 999 0.00/999 6-5 Horiz. 0.00 0. 00 NA Max DL Deflection L/ 999 = 0.00 Long term deflection factor = 1.50 10-8-0 1 2 3 4 5 6 3x6 4-0-0 J li• I t ( 1 I I 71H 1.50" 10-8-0 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 R 111: Dwg: L a ro ndaSystemsRrseingAmnonthisdrsaingismermtoabndng, mind brcng, porn erasing or similar b-M which u a pan of Ds : TLY Chk : the ridldino design soduhichmaabemnsidercdb) the bWhW4 designer Brac ng shoos is for lateral appon of um members oath to rduee ridding kngb P-Wass mum be made to awbor meal baling at ends and g edfied locations determiord b) the building desipa. Addttio al bra mS of the m=a aware me) be required. (See H1B-91 TC Live 16.0 psf 4005 MARONDA WAY n o of o o n t, wi m 53 Rate tnmrna rnl ° l° rn°d a'sa) TC Dead 7.0 psf Sanford, FL. 32771 Campamem Engtaming W. Tema Engu_onc.io,Cu. PA. ales e^••PA Edenton, NC 27932 BC Live 10.0 psf 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE IVOOSM613 BC Dead 10.0 psf 367 Medamon R. Chubb* FL 32766 9VWAT. Al n -.f Scale = 0.2855 WO: COVK4 TI: FGRD3 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA t I I Job: COVINGTON K 4 Cuatomer:10$ UPLIFT D.L. WO:COVK4 TI:FGRD4 Qty:l DESIGN INFORMATION This design Is Iona (ndlsidml building component and has been bard on information prmided b) the diem The designer dmiaims an) responnMhl) for er- a remit or faulty or bouncer tnfotmatteu, specifrmims and/or designs M1utushod to the tom designer b) ft dims and the nomouren or rcmracy of thus informtiao as it suer) relate to a sposifie prym and aeeep % on responsibility or CtariSes m control nilh regard to fabrimm hamb- shipment and installation of tmvn This truss has been ding od as an ind-hul bmldmg tamponmt to w ordance with ANSVIPI 14"S and NDSA7 to be iomrpomud as pan of We huldmj design q a BnWding Designer. When nn wcd for appnnal by the burbling dmp er, the design W dung shoo. anon be ch=knd m be sure that ft chat shoo. ate in ague®fan nirh the bowl buiWmg code. bunl climatic records fm nind or son. loads, project speeifualioos or special applied bads. Unless shown uua has nee been desigrtd for storage or occup. q bads. The design astmres mmpresnn ,bads (top or batons) are arniur a brand b3 shmlh;, rntles tithes W,,ilied. Where ban om chords in tension are on, Ibuy Maord launly by a propel) applied rigid mlray the) should be braced at a mncinnrm spodall of I(r-0' o c Connector planes shall be ma 11-,ed lrom 20 purge bot dq*.d pthatimd sued mewing ASTM A 653. Grade 40, oo othouise sbwa FABRICATION NOTES Prror ro f d rzarron. the blotesror shall resew this tinning to stnf) that this der oing is to conformrce wnrh the faMuards plans and to realm a unml®ng nzponnGlrty for such %wihmtion. An) diarep=es are to be pad in -mina before arcing a r b^_ia Plata shall ant he irrus' ma konthol s knots or dnsrmed pain Menrben shall be cm for ughi fitting wood to wood beann, Coortmor plats shall be bunted on bah fans d the man %tih nub full)imbedded and Ball be sym about the jointnnless orherwtse shoo. A 5s4 plate is Y wide t 40lung. A 6J plate is 6' %ode s a' boy Slots(bola) rem prualld to the plate kagh W-lied Durble ores on acb members shall ruen at the cen roid of the otter oaks berms shown, Cmneetor plate sues are minimum ores based on the loroa showm and may need to be increased for amain handling and/or ersim susses. This truss is on, Lobe mbriea, %uh file mardanu uGind lumber -1,m othernm shone For aftuonal infot. udioo ou Qmlrty Cooed refer to ANSVrP1 I.1995 PRECAUTIONARY NOTES All braaog and creation recranmendations are to be fdbwtd in a® rdaruee wuh ameptcd tndmtr) pnbbuntrom Truce use to be handled n,th panimlar sue duuring M ding and bundling detn<,y nod marl m to avid damage. 7enporwy and pamauem bracing for holding tmss in a straight and plmnb pnstrion and fa msisrmg lateral forts stall be rktigned and unsallnd by orhos. CarWl haodlma is-raial and erection brsng is alwz3a rquired Nornsl pronmtonary swan fan trusses requua such tanasap' Mating during nnstnilatian be een mores to odd topping and dominoing. The sugcteision of etetsioo tad trtusses shill ho under the control of permns espe a eed in the msialLum of uusss Professional tahve shall be xaz& tf oadud Corttmnrmn of consnmbn loads greater dun the deup lads shall no be applied to uuas at any ume_ No foods other than the %tight of the ermors dull be applied w unaa amyl alley W fastening and Mating is entupleind TC: 2x 4 SP N2 BC: 2x 4 SP 82 WE: 2x 4 SP 93 GBL: 2x 4 SP 83 Unbalanced load cases) have been chocked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. This truss has ben designed for wind in the plane of the truss only!!! TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 46 0. 37 A 6- 5 105 0.24 2- 3 46 0. 37 A 5- 4 106 0.24 WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. 1- 0 119 0. 15 C 5- 2 418 0.13 0- 0 87 0. 30 C 5- 3 84 0.04 0- 6 79 0. 06 C 4- 3 128 0.31 1- 5 91 0. 04 C I " 3- T 0- 0 3x4 0 or (): Plate( s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. L. and R. End verticals designed for wind WndLod per ASCE 7- 02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kest= 1.0 Bld Type= part I.= 10.7 ft W= 10.7 ft Truss in END cone, TCDL- 4.2 psf, BCDL= 6.0 paf In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boric Uplift S Type 0- 0-12 1 151 0 -136 B Pin 4- 8- 0 1 583 0 -599 B H Roll 10- 4- 0 1 188 0 -148 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr --------GLOBAL MAX DEFLECTIONS--------- CLL TL C in./ Ratio in./ Ratio Jnt(s). C I. Span-0. 02/755-0.05/999 4-5 Boric. 0.00 0. 01 NA Max DL Deflection L/ 999 = -0.03 Long term deflection factor = 1.50 3x4 0- 3- 83x4 10- 8-0 iLi joint Locations 1) 0- 0- 0 3) 10- 8- 0 5) 5- 4- 0 2) 5- 4- 0 4) 30- 8- 0 6) 0- 0- 0 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. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 44/46,2-3 44/46, BM CHORD 6-5=- 79/105,5-4=-79/106, 0-0 68/65, Webs 1-0=-72/ 119,0-0=-32/87,0-6=-26/79, 1-5=-59/91, 5-2=-289/418,5-3=-54/84, 4-3=-97/128, 4-0-0 R 151 N 1. 50" 583N 8.00" Stud @ 2- 0- 0 188N 8.00" t 10-4-8 1 6 5 4 Ak 10-8-0 C/L: 4- 8- 0 COSMETIC PLATES (24)1. 5X3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Laronda Systems ERECTING CONTRACTOR, BRACING WARNING: eraser{ shown an this dnotiug n tan ersion brariny n;nd bradoy portal Mating m amtlu boring which is a pan of the Molding design and which anon be onnsWerod by the bmldmg dmp a. Bramog shoos is fan W eral support of utm memben only to rech bwAbng knph Pro, worn mum be made to atchm lateral boodng at aids and spmfcd Imuons doomired by the bolding design=. AdNtiend Moetog of the mtrW structure ma) be requited (See HIB•91 of TPI) For speofic truss btanug regmternmts, contact building designer (Tana Plate Iastnute, TPI us looted at 533 4005 MARONDA WAY DOndrio Drier, Malmo, Wusconstn 53719). Sanford, FL. 32771 Cmnpoomt Emgioeoiag by- Tom Fngineaing Co.. P.A, gib Soondtide Rd Fd=on, NC 27932 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE it;0050069 347 Med2tion IrL Chuhaotarr Ft. 32766 Over 3 Supports Scale = 0.2793 Eng Job: WO: COVK4 Dwg: TI: FGRD4 Dsgnr: TLY Chk: 7/ 22/2006 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-LOK\Work\Jobs\CCVK4\COVINGTON K 4\FGRD4.prx I ' Job: COVINGTON R 4' Customer:10$ UPLIFT D.L. WO:COVR4 TI:FGRD5 Qty:i DESIGN INFORMATION This desip is for an idnidml bmldmg composite t and has be. bard - informauoo p., O1 the ebem. The duper d-lums any reap—bilay for damages to Matt of faulty or inoorrm information, sparBnuom and/u dmgm fomisbal in the cam detoge b) the diem and the corredsn or acmraq of this informal= n it ma) relate to a spcmlk prom and aampts no repovability or wades no control unh regard to hbrivtnn. mint• shfpnrm and i-n>.l,•w of tm This team has been desiped n an itanidied building Component in aamrdatm with ANSVIPI 1-1995 and NDS-97 to be ineaporated as pan of the bu ildmt demp by a Balding Dm{oer. When -lend foe appm d by the building designer, the dmp loodmp dime. me" be checked tobe onus that the data shmt. are in agermem nip the local building coda. local dimmic rents for aid or snow leads. pram Weeirm tiom or spaial applied lords. Unless shmra trots hat not been dmpd for storage or occ pmnc) Inds The dap assume compression cbmds (top or balm-) are mmimnrzh brand b) sheathing uulea other tm wecned. Where bouom dtordt in umdon are not IWl) braced Weralh q limpert) applied npd —it.& the) should be braoe d in mzx)mnm W dog of 10'4Y o c Coamctorplats stall be manufammd from 20 Pap but dipped phama d and meting ASfM A 653. GMe 40, —1—t mhtwise sboun FABRICATION NOTES Pnor to r briodMn The Obreotor shall -tcw this d... q m retry that ties drawing u in mmformuee nub the fabriatofs plams and to realize a emmmung responsibility for such t enllation Any dismepaneea are to be pen in wnung before mining a lidincation.PW= shag not be taaall d me knotholes. know or deanned Vain Mambos shall be ore for ugW Grung wmd m wad bemmp Connectorplain shallbe located on bah laCet of th trout with nett full) embedded and shall be s)t. abom the jmm an' ea ahernie shown A 3x4 plate is 5' tide x 4' beg, A 6d plate is 6' wide x t' king. Slats (boles) non parallel to the plan Len& speMfid. Double cams on web ®bon shall wed in the cemmid of the ucbs unlm othaise shorn. Connector plan sirs are m ••'-* sits bated on th forces shone and ma) need in be m moeaed for main hardhng and/or ermine area This mum it net to be fabricated with rue retmdam treated lumber amka a here— dime. For tlditional information on Quality Control rera to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bromiz and salon recommendauaa me to be fdlowd to ateordaae witb gasped iodumy pdslscatiorn Tn® mu` be landled utth parteadu are dunes 6ondtna ad buadlroy ddnt r) and i—,I,, m in.d da"'ge. Temporary and pomvem Oaring for bolding utmes in a staiglu and plumb posium ord for rasing lateral fortes shall be dmgned and fmmalld by abet Careful Oaodlmg u essenual and anion bradng is aMa)a required. Normal prevoliomry maim for urea require meh to porar) braring daring installation baoan u— to n.td topplint and di- The apatition of amine of trteem; sbaB be under the oomal of pntem etptrienmd in the immilatrm of auger Prefatmoreil athice shall be sougm Ir needed. Cohen allon a(Wmruction kinds gCma than th dap loods shall net be appfed to Leona in am trme. No loads ale than the weght of the ereuors shall be applied to mass until after all faaentng and bncng is Completed TC: 2z 4 SP #2 BC: 2x 4 SP A2 WB: 2z 4 SP 83 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY truss designed to carry 0' 0" span framed to TC one face 0' 0" span framed to TC opposite face In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 5-10 1 0 0 -93 B Pin 4- 4- 8 1 0 0 -107 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 05/758 0.03/999 2-1 Horiz. 0.01 0.01 NA Ma: DL Deflection L/999 = -0.02 Long term deflection factor - 1.50 3- 8- 8 1) or I): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. L. and R. End verticals designed for wind User defined loadcases have been considered in this design. This trues has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. elope to drain). Truss must be marked to prevent UPSIDE DOWN erection. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 124 0.20 C 4- 3 124 0.02 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 1- 0 97 0.15 C 4- 2 -5 0.00 0- 0 50 0.33 C 3- 2 107 0.33 0- 4 3 0.05 C 4-0-1 0-3-8 314 4-8-8 r EIr I 93M 11.25" I07# 8.00" 4-5-0 4 3 e, 4-8- 8 ,. EXCEPT AS SHOWN PLATES ARE MiTek MT20 pr WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO RE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a ro n d a System S Baring dim.vm tho dmuing is na crenion bradng, uwd bradnS portal bradag a similarbating uhuch no pan of the btW&.t dmip and w hicb nmea be moldered b) the building designer. Braang shone is for weal appm of team members rep to reduce drkhnt knph Prosvtom mum be made to anchor lam bradng in ends and speoficd loauom ddermined b) the building designer. Addetiotul braang of the mrnll suuaure ma) be required. (Sze HIB-91 afTPI) For spmfe tits barn& repeuemmty omact WeWmt detige (Truce Ram inniume. TPI a load at 533 4005 MARONDA WAY D'OoafroDrise, Madsson. Wmmmmn 53719) Sanford, FL. 32771 Componem Fapomuit b). Teas Fn nnrer1bV Co.. .A, tit Sa•Mside Rd. Ew NC 27932 407) 321-OD64 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE OW50068 367 Med2M*n FL Chth2otm, FL 32760 oint Locations 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To WndLod per ASCE 7-02, CGC, V= 125mph, H= 15.0 ft, I- 1. 00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 4.7 ft Wet 4.7 ft Truss in END zone, TCDL= 4.2 pef, BCDL= 6.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Mae Tension TOP CHORD 1-2=0/124, HOT CHORD 4-3=0/124, 0-0=0/47, Cr Webs 1-0=0/97, 0-0=O/50,0-4=0/3, C 4-2=-5/0,3- 2=0/107, C Scale = 0.3625 Eng Job: WO: COVK4 Dwg: TI: FGRD5 DsgI2r:TLY Chk: 7/22/2006 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 Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:G2 Qty:l DESIGN INFORMATION TC: 2x 4 SP 92 MULTIPLE LOADCASES -- This design is the Unbalanced load came(s) have been checked. This dmgnisfar mimnimolmldm&mmporcmand BC: 2sc 6 SP 92 composite result of multiple loadcaaea. joint Locations ba h nd fortt bason inutimpmideedg we cliin. The WE: 2x 4 SP 03 L. and R. End verticals designed for wind 1) 0- 0- 8 6) 7-11- 8 11) 2- 0- 0 d,d ds:< Wms'ulnspo"ahwyfosd maian' All COMPRESSION Chords are assumed to be WndLod per ASCE 7-02, CiC, V= 125mph, 2) 1- 3- 4 7) 7-11- 8 12) 1- 3- 4 result of Unityabononeotin6ntnaonspoiflmuonud(a dmpa gimishd to me miss dmgm b) the diem continuously braced unless noted otherwise. H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 3) 2- 0- 0 8) 7- 3-12 13) 0- 0- 8 mthe mnmots;orsmuasyofthis information nu User defined loadcaaea have been considered Bld Type= part L- 66.0 ft W= 7.9 ft Truss 4) 4- 0- 0 9) 6- 0- 0 rm)rdsa, to speclf¢ projm and rmpts on in this design. in END TCDL= 4.2 zone, psf, BCDL= 6.0p-! 5) 6- 0- 0 10) 4 - 0- 0 rtsponti6dity or aerrnes mmrd aimregardtopoambria;cahandling.shpmau mimuilWrmoftnrs:a In -Plant Quality Assurance with Cq= 1----MAE. REACTIONS PER BEARING LOCATION----- FORCES (lb) -Max Compression/Max Tension mistrust; linb=dwgrrens usiridalbuilding TC. .. FORCE..CSI. Cr ..BC. ..FORCE.. CSI. S-Loci BSet Vert Horiz Uplift 7 Type TOP CHORD 1-2=-98/l16,2-3=-140/219, componmtut mnrdaroe nith ANSIrMI-1995and 1- 2 116 0.11 A 13-12 39 0.15 1- 2-12 1 420 0 -638 B Pin 3-4=-136/283,4-5=-135/280,5-6=-124/162, NDS-97mxi,mpwuoanpan ofinebuilding design 2- 3 219 0.12 A 12-11 101 0.16 7- 3- 8 1 363 0 -542 B H Roll HOT CHORD 13-12=-29/39,12-11=-51/101, by a Bmld, IDmg=. Whim msennd for apprasl by Ott tagma'meam ma'°is sn°nntmmbe 3- 4 283 0.09 A 11-10 101 0.09 PROVIDE UPLIFT CONNECTION PER SCHEDULE 11-10=-51/101,10-9=-51/101,9-8=-51/101, diocked W be checked m be sort dot the data ibunnartto peearm 4- 5 280 0.10 A 10- 9 101 0.10 .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 8-7=-29/39, aim melodbuilding oAmloddimotaremrdafor 5- 6 162 0.08 A 9- 8 101 0.17 13- 1 -144 0.07 C 10- 4 57 0.01 CWebs 13-1=-144/134,1-12=-82/160, nimorsmalmds,pmjmspeifiatiom«sp=W 8- 7 39 0.16 1-12 160 0.05 C 9- 5 250 0.06 C12-2 144/223,11-3=-44/159,10-4=-44/57, applied lmdsUnlmsnmsn,tsuahas not beendmgmd forsuu 6aom4.nnloads. The dmpamma GLOBAL MAX DEFLECTIONS--------- 12- 2 223 0.06 C 8- 6 299 0.09 C9-5=-100/250,8-6=-153/299,7-6=-360/307, motpres . e. . (top orbonom) rt oomina-mly LL TL 11- 3 159 0.04 C 7- 6 -360 0. 11 C b-dbyshmthingamlm otbmisespeaLed wbm in./Ratio in./Ratio Jnt(s). banoadiadsintension art not rdly bramdlnterWlyq L.Cant. 0.00/999-0.01/ 999 1 pmpcdy appliod rigid many they should be 'so I . Span 0. 02 / xxx 0 . 02 /xxx 9 maduspadng of 101-0a oc. Conotsor itwosnafih R.Cnnt. 0.00/999 0.00/999 6 m-Noured fmm 20 gauQ m dipped gahsniad stsl meeting ASTM A653. Grade 40. nnlm atherniss shown. HOri L . 0. 01 0.01 NA Max DL Deflection L/xxx - 0.00 FABRICATION NOTES Long term deflection factor = 1.50 Pmr to blinostioa the f briomr WIl rnieu this 3-11-8 3-11-8 daring to senfy that this dining is in mnforwrcs nim me rabrivtors plans si m rdis s min anmg 1 2 3 4 5 6 rest Lu) fa sirL svificuioo. A) di=cpaoao rt ld Oe pm n .rung blare mating or fabnationPlata shall riot be irmslled mw knotholes, trots in disumW 6.00 -6.00 gram Members shall be ma fin ugh fitting nood to nand bmnny Connor pWe small he loatnd on both am of Ilk trusts with nails Uh bmbnddnd said shall be slut about 4x6 the joim mi othemiw shone A Sc4 plate a 5e nide s 4a Iony A 60 plate a 6a aide s g' long. Skis (hole) ma paralld to me plate ImPh spmfind. Doolittle Ian on nib members shall mote at me cmtmid of the nehs anlm othau=shown Commorplatedinareminimum 2x4 2x4 sot= based on iris fans stionn and may mad to be meaestsed for otrutn handling and/or eoama stresses 2x4 This truss is not tobe fabrimod aim fire reudam tnalod tmma mien othaniwshonn For ddnimm! 3x4 3x4 information on Quality Com,al nefe to ANSIrrPI 3-7-10 3-7- 10 1-1995 PRECAUTIONARY NOTES All hating and eteamn reomamcodauom m to be follouadin a, daots with accepted imhw 1- 7-14 1- 10 pumotioos iT , to be handled with pansmlar during and W-11-delver) , and banindamage. TcmpatiY imd pe^nisom bmdng fa main, tome in a suaigm and plumb position and for msisiaglarendri mshall beeesigtam 2x4 3x4 2x4 2x4 2x4 2x4 and rosalled by others. Canfid handling is essemial and ammo bracing u alnays required, Normal ptemutromry 2x4 aalao for utnsm require said temporary bracing dorms i-lin m ben® trnssa to add toppling ad dom ict ng. TLe suprnision of Beam of un 6ha0 be undo the mnarot of petals tVerten(Sd In the instalatim of Imaa Pmfessi®1 od•= Shad be sougtu if corded. Ca Dinannsom of cnns,ncaon Inds gnaw than the dmgn lands snail not bu applied to tame si"tunt No loam oil= than the neigh of the aamn stall be 420M 1.50" 363# 1.50" applied to uussa uml Ile all f-ing and lining is 7-11- 0 13 12 11 10 9 8 7 CANT: 1- 2- o 0-10-8 8-0-0 CANT: 0- 6-12 R0-11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4150 WARNING: Eng ll- 2) WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: G2 ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bnarigshownmmudnnutg sin ootamuwbnnng.ni dW-.& pmulbnavgwsimilarbracingnhith Pan OfDsr:TLY Chk: 7/22/2006 theWildrng dmgo and .Inch mbe mnsidad b) the holding desig>a. Bracing shornisfarnIatlslupponoftrusstrussLbrDF1.25 only m redly budding laigih Pmtisionmum h: made to-- la asl btadng at endsands;i-f ad beilm - mami-I b) the building desipa. Additional tracing of mnll e mesanscmr , maybe required. (Sot HIB-9l TC Live 16.0 psf dTW)F°r speaf¢tussbrwingrequrcmm"min= building desipav(T- Rare lostrtme, TPI u IootM arSS3 Dmo TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY Dfrio Dine, Madison. Wnsmnio 53719) O. C 2- 0- 0 Sanford, FL. 32771 Componmt Enprcaingby, Truss Engioming Co, P.A, gag Smndside Rd. Filmma NC I7932 BC Live10.0 psf FLA 04 TOMAS PONCE P E. UC NSE 00050068 BC Dead 10.0 psf Code: 367 Medallion FL Chsshaotn, FL 22766 1 1TOTAL 43.0 psf v4 . 7 . 32-60683 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\G2.prx Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:HS1 Qty:l DESIGN INFORMATION TC: 2x 6 SP Y2 MULTIPLE LOADCASES -- This design is the joint Locations This design is far- indmdtat bolding eomponarm and BC: 2x 6 SP •1 D composite result of multiple loadcases. 1) 0- 0- 0• 5) 29-11- 2 9) 20-10- 8 has been based on mfonmllon pamided by the dim. The 2x 6 SP N2 10-11,9-10,8- 9 User defined loadcases have been considered 2) 10- 0-14 6) 40- 0- 0 10) 19- 1- 8 deapaadudaum+n5 tt3'fordamogeea WB: 2x 4 SP 93 in'this design. 3) 19- 0- 0 7) 40- 0- 0 11) 10- 1-10 result of rawly or incorrectinfomadoo. spmllmtimn andforaciynmrn;syremthe truss erriyeyLbeehm 2: 4 SP 42 2-10,5- 9 Bracing Schedule: 4) 21- 0- 0 8) 29-11- 2 12) 0- 0- 0 load the mrrmneaorKcnrryofIbis inforvm,mau All COMPRESSION Chords are assumed to be Webs Brace Pt Joint to Joint In -Plant Quality Assurance with Cq= 1 may Rile to a ip=rw projctand Keepu no continuously braced unless noted otherwise. 1/2 2-10,5- 9 In -Plant Quality Assurance, per omnlrolnithreprdto WndLod per ASCE 7-02, CLC, V= 125mpb, Bracing shown is for visual purposes only. sec. 3.2.4 of TPI-1-02, for joint(a): rr mhmg. Shipment andttmallatmdu ng This arms; has lima deignN n too rndrasmul building H= 15.0 ft, I= 1.00, P • Cat. B, Tzt= 1.0 Continoubracing a attached to4 a®pooemin.aormrxnithANSMII. 1"Sand Bld Type= encl L= 58.0 ft W= 40.0 ft Truss either edglateral e of web(a) shown OR a T-brace, ----MAX. REACTIONS PER BEARING LOCATION ----- eIDS97nbe, o=rpnemed a pma or the building design in INT stone, TCDL= 4.2 pelf, BCDL- 6.0 paf nailed flat to edge of web with 3"x 0.120" E-Loc BSet Vert Horit Uplift I Type b) a Buildnng Designs. when m,e.ed for apprmil by Impact Resistant Covering and/or Glazing Req nails spaced 8" o.c. T-brace must extend 0- 4- 0 1 1760 0 -833 B Pin The building designer. thedesignloadingsdeanam" be chmkod to be sure that the dma shown are in apeman FORCES (lb) - Max Co ression/Max Tension at least 90% of web lee th and be name 39- 8- 0 1 1760 0 -833 B 9 8 Roll tnththelocal building codes. to=]clutialk emrdsfar TOP CHORD 1-2=-5257/2111,2-3--3841/1592, size, species, and grade as web. PROVIDE UPLIFT CONNECTION PER SCHEDULE u,mvnnul=ds.pojcaspeaeatmsortaedai 3- 4=-3376/1535,4-5=-3847/1593,5-6=-5254/2111, 2x6 T-Brace required on any web over 14'-011. ..TC. FORCE..CSI. Cr ..BC. ..FORCE..CSI. apphed lootss Unless dma truss hen oa beco designed HOT CHORD 12-11=-1787/4777,11-10=-1781/4776, WEB. ..FORCE..CSI. Cr Cr 1- 2 -5257 0.51 A 12-11 4777 0.76 far °°my`°romrya"porboloadslon)=oTheoasarmempressimchords (tap a bmrom) are = oumndy 10-9--1038/3369,9-8=-1781/4773, WEB. ..FORCE..CSI. 11- 2 302 0.10 C 9- 4 1426 0.46 C 2- 3 -3841 0.57 A 11-10 4776 0.86 bramdb)-hoWtymdmabemisespcif.ii Whem 8-7=- 1787/4774, 2-10 -1236 0.73 C 9- 5 -1227 0.72 C 3- 4 -3376 0.28 A 10- 9 3369 0.43 bottom chmdsa."'S'oammwybtioadUncoil) ga Webs 11-2=-9/302,2-10=-1236/669, 3-10 1422 0.46 C 5- 8 299 0.10 C 4- 5 -3847 0.56 A 9- 8 4773 0.86 ro ppots''pp'ed"gidool;aathe)shouldbew. ue"a 3-10=-458/1422,3-9=-1/19,9-4=-458/1426, 3- 9 19 0.01 C 5- 6 -5254 0.51 A 8- 7 4774 0.76 ma dmumspodngofl0'Oec •oa Cannorpineadnllbe a amh=ued from 20 pugsbutdipped phwimd °sd 9-5=-1227/668,5-8=-10/299, GLOBAL MAX DEFLECTIONS--------- enmity ASTM A 653. Gaade 40. traits ollamix all" . LL TL in./Ratio in./Ratio Jnt(a). FABRICATION NOTES I.Span-0.51/908-1. 01/460 3-2 Prior to fnbrrouoa the fiNimoe dell mica the Hori t . 0.33 0.64 NA d`nor'trd'owN'that aim dr'O111j61pCOnfiarmaDOe ith Max DL Deflection L/934 = -0.50 the rnhraetoM1 plain and to rota a =mirminj responsibility for such renfi=don Arq discrepancies am Long term deflection factor = 1.50 to be pm In a ung lief ne amiog in rabn0110a. Rates shall m be in°alled ov kneeholes, tors ne dislneted grain hlmben dull be m for tight fillingwood to noW boring. Connector plena shall be loud on both fate of the tram a,lb ends rally bmbederd sad shall be q t abma the join unless othcmise dean. A 5s4 pWe is 5' aide s 19-0-0 04 19-0-0 t 4' long. A 6d"e pla 6' otde a k' bog. Slots (hole) iinn pralkl to the plate buplaspmSed. Double aru an 1 2 3 4 5 6 asb rnerohas dull area I We cemmid of able orbs unless otb- sboan. Connector plate urn are mini® 6. 00 d:a bawd an the fans done and malt aced nbe6.00 i.eremad me certain handling uad/w ermim aressn This tom IS not to be Obrioted Huh floe taardom treated 6x8 6x8 lumbn unlm mhauise shone Fo oddamd inrorrn"rm m Qu ht) control tern to ANSlrrPI 1-1995 PRECAUTIONARY NOTES All bin°` and `ream r®mmdlmons "e to be 8x 10 8X 10 follonad in scoarn,,•' usth aeapred immu) pabls= tms Trusses are tobehomedwithpmti=bar are during handing and bundlut& ddnvy and 10- 1-12 he 10-0-6 rnstaUalioo to maid damalpt Tempor 3 and permanent brodng fo holden{ tmmrs in a arngbt and plumb 8x) 4 pamtim staid liar msWilj 1"elal roan shall be deigned 8x 14 and installed y odes. Careful handling is essmual and 4- amenbr>cartx a daa5a rwmrea Normal prammm"r 0- 6-6Sx80-6-6 scum for tom require acb u=p u3 bracing during r7- 6 8x I0 8z 10 N5x8 mslallntim bduem uam to "end toppling and doeninoing. The srWeeraisim ofemonnofmoredullbeunder the mnml of persons eepenmced in the sh of trusses. trusses.o ur„.,icamal alai= ill be sought 3.00 3.00 anadad Coaomuatm of olus"a°ion koft greater than Face = 0- 2- 8 Face = 0- 2- 8 the design lands shall not be applied to tassel at nay time No loots aha than the uapJat of the Qasos dull be applied m t+nsse amid ally W fastening and hnau is 0-8-0 t, t, 0-8-0 1760H 8.00" 1760H 8.00" 19-1-8 9- 19- 1-8 2 1 0-08 4?010 EXCEPT AS SHOWN PIA7& MiTek MT20 Scale = 0.1327 OF WARNING: Eng Job: COVK4 M REALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BEGIVEN TO R ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: HS1 Maronda Systems acingdemanoothisdmaingumaafionbnK=&uindbradng, portal bracing msimrlubncingahrchisapan of Da :TLY Chk: 7/22/ 2UU6 the 1b dal g design and u hrch mug be =nsmered b5 the Auldmgdesep. Bmeang shone u for I"aW suppon of uuss gnr Lbr DF : 1.25 members onlito redoes boailiog knpb. Prmisions min be made to archon latml lowing"codsandspecifiedloatiomdaam;>rd b) the ddWrng designer Additional bracing of the cowl a,unum mat be required (See HIB•91 TC Live 16.0 ps f no oi%oD a M-1 um biw e>m 5 19 cimw peC Plate Invmr7P1 n wined "sg3 TC Dead 7.0 sf p Plt DF: 1.25 4005 MARONDA WAY O' C' ' 2- 0- 0 Sanford, FL. 32771 Comyooem Enpneamg W. True Enpneaang CO. P. A.. klk Sormdside Rd, Fdmon. NC 27932 BC Live 10.0 ps£ 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE p0050060 BC Dead 10.0 sf P Code: FLA 307 Med2Mon FL ChutueatzNFL 227ii TOTAL 43.0 PSf v4 . 7 . 32-60737Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVX4\COVINGTON A 4\HS1.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HSIA Qty:l DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADCASES -- This design is the joint Locations Tmsdmpurorranlmnimnlnu:wnsca aomtand BC: 2x 6 SP 119D composite result of multiple loadcases, 1) 0- 0- 0 5) 29-11- 2 9) 20-30- 8 has been based no bfamatiom pmsand by to dicer.The 2x 6 SP #2 10-11,9-10,8- 9 User defined loadcases have been considered 2) 10- 0-14 6) 40- 0- 0 10) 19- 1- 8 destgerdtrAvene q `Qyons'bilityfordaw its. WB: 2x 4 SP #3 in this deal 3) 19- 0- 0 7) 40- 0- 0 11) 10- 1-10rushof&Wiy or mmrrem Information. specificationsgn. andforamga,m,asbtdmthe mmdesigner b)the d;em 2x 4 SP 42 2-10,5- 9,0- 0 Bracing Schedule: 4) 21- 0- 0 8) 29-11- 2 12) 0- 0- 0 am me tmm or rtrof thisInformation as it0- 0,0- 0 Chords Max O.C. From To In -Plant Quality Assurance with Cq- 1 may relate to a spmfe pmjm am Kapts no All COMPRESSION Chords are assumed to be BC 48.0" 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per repmsththry or cxaasmoncontrola,Ih regard in handlitTbu'nan signed continuouslybracedunless noted otherwise. BC 48%0" 22- 5-10 27- 4- 0 sec. 3.2.4 of TPI-1-02, for oint(a) : 3 has °mullandThis ells hasb® designed n m iodnadual bu;mtng dualbl'tion w-g WndLod per ASCE 7-02, CiC, V= 125 h, Webs Brace Pt Joint to Joint P rep 4ontapenizmmaermdaxswith ANSVT? 11-l"3ard H= 15.0 ft, I= 1.00, Exp.Cat. B, Kztes 1.0 1/2 2-10,5- 9 MAX. REACTIONS PER BEARING LOCATION ----- NDS-97mbeitrorpm.tra uianoftbebmleswilesign Bld Type= encl La 58.0 ft W= 40.0 ft Truss Bracing shown is for visual purposes only. X-Loc BSet Vert Boris Uplift ! Type q'B"dd' mg Design=. Wbw""e'atid t°` alpo"I b) in INT zone, TCDI-- 4.2 psf, BCDI-- 6.0 paf Continous lateral bracing attached to 0- 4- 0 1 1160 0 -833 B Pin the bmmtngdmgn.thedesignlomnpshoonmintsbechakadtobestare /liar the gall shoos are ire agm Impact Resistant Covering and/or Glazing Req either edge of web(s) shown OR a T-brace, 39- 8- 0 1 1160 0 -833 B H Roll ult the local bmlding sodm howl dtmmsc reads for FORCES (lb) - Max Compression/Max Tension nailed flat to edge of web with 3"x 0.120" PROVIDE UPLIFT CONNECTION PER SCHEDULE aim or mow loads.P9 spmfnfima or special TOP CHORD 1-2=-5257/2111,2-3 3841/1592, nails spaced 8" o.c. T-brace must extend TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. applied loodsUnless shwausmhat; mberodmdmd 3- 4=-3376/1535,4-5=-3847/1593,5-6=-5254/2111, at least 90• of web length and be same 1- 2 -5257 0.51 A 12-11 4777 0.79 Coeeonteoromvatcy oporb> im)-nite ignassumef Compression chords ( topm bon®) ate muimtwsly HOT CHORD 12-11=-1787/4717,11-10=-1781/4776, size, species, and grade as web. P 2- 3 -3841 0.57 A11-10 4776 0.89 brained b) sheathing un orberosx spmaed Wbm 10-9=-1038/3369,9-8 1781/4773I 2x6 T-Brace required on any web over 14'-011. 3- 4 -3376 0.28 A 10- 9 3369 0.43 bortmodardsiettensioomemhdb-lentadlaterid1lb) 8-7 1787/4774, .WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 4- 5 -3847 0.56 A 9- 8 4773 0.89 prop vty'ppl"dnpemila the) slimidbebracid•1a Webs 11-2=-9/302,2-10=-1236/669, 11- 2 302 0.10 C 9- 4 1426 0.46 C 5- 6 -5254 0.51 A 8- 7 4774 0.76 mzd® Won, of 1 V-0' oc. Coaomor plate shall be aamFII-ed hum 20 purge best dipped phaohcd send 9-4=-458/1426, 2-10 -1236 0.73 C 9- 5 -1227 0.72 C-------- GLOBAL MAX DHFZECTIONS--------- gASTMA6!]•G"de40,unleaahemiasbmo 9-10=-458/ 1422,38=-lO/19, 9- 5=-1227/668,5-8=- 10/ 299, .3-10 1422 0.46 C 5- 8 299 0.10 C LL TL 3- 9 19 0.01 C in./ Ratio in./Ratio Jnt(s). FABRICATION NOTES I.Span-0.51/908- 1.01/460 3-2 Pane to hbrimon. the fae'ientor shall resew this Hor i z . 0.33 0.64 NA draoulm srnfj that the dmutg amtmformaaoe nub the fabriaoes plats am to real= a oetdimang Max DL Deflection L/934 = -0.50 responsibility fmsuch swsa,on Any mscaepmo iieane Long term deflection factor 1.50 to be pa ;n ortund bdore aatiad m blinotion PWea 19-0-0 0- Or, 19-0-0 shall m be installed ma Wptholes• knas or aastmed 7j- pun Members shall be an fartisw fttunt %ore towood 1 2 3 4 S 6 beam} Commv plates shall be lowed m bahfamathetruss -th nails htlh imheddrd and shall be s)m. atim the joint unless athemim shmm. A d%4 pLre is d' side x 6.00 6.00 4' Imd. A 6x1 plate is 6' wide x 1' kmd. Sloss (hoks) rem parallel to the ptme brpb spmaed. Double ass on 6x8 web ®ben "I.Ines .1® the amid of the webs unless 6x8 othe-m shwa Coctedm plate rim ass minimum sites based not the form shwa and trey owd to be c etesnd for muter harming and/or semi Ctesses Thu tnm is not to be fibri-M with fire retardam treated hmber odm athmix shown Fa a tiimal tnformtlm m Quality Comrod refa m ANSVIPI 1. 1995 8x10 8x10 PRECAUTIONARY NOTES l0- 1- 12 10-0-6 All braerug and ammo rrmmmwdauom are to befollooedina®rdaam with amepted indimn ptmliad- Trious are to be harmed ash ponwalar 8x 14 rare during bauAnng and bundling, ddhtr) am 8x l4 installation to noon damag. Tempauy am pamauat 4-7- 6 brKing (m howttg tnesses in a straight and plmib 0-6-6 0-6-6 parest patron and for Imenl forshall be designed Sx8 8x I08x10and installed b) others. Carefal handling is essemal am 5,8 erinim bracing ts.leak required Normal prmmionarl, mum for tneises require mch tesnporary beamg doing I1Le him- musses to toppling am 3.00 3.00 dmuttomg. Theiaepmmofmecttmoftrussesshallbeundert e mtmd ofpersons in the Face = 0- 2- 8 Face = 0- 2- 8 i •tltmact of trusses Pmfesiooad adsim shall be saogm Cmcemmum dmnv,a,; m reds 0- 0 8Othe If attended. pesta than design lams slimno be applied totressesat any Unix.Unix. 14-2-6 t 4-10-6 760n 12-8-0No Inds dhrs thin the uogm of the armors shill be 8.00" 1760 app! m m mw .na aH rana;ad and bradag is aaxtpleredL, 19-1-8 - 9- 00" 19-1-8 2 1 0- 0 4 03 0- 0 COSMETIC PLATES fI s 9140)2X4 R - -9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1495 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARRING: DWg: TI: HS1A orondd Systems L Bnoettshornonthis dnuingisnot amioobtrind.uimbracing. portal braamgorsimdatb"aoguhichisapand D9r:TLY Chk: 7 /22 / 2006 the beutdnng dmgnm auNch mm be mrmderd b) the butldiug design. Smog shown isforlateralsuppondussumemberscalltosodasbehnglength- Prmisims ware be made to anchor larmlbracing in ends am spmfmd Lbr DF 1.25 baton merm;wel b) the bmmtng drapes. Amtt3md bracing of the mtsall stnnure ma) berequired (Sm HIB•91 TC Live 16.0 psf 04 4005 MARONDA WAY 000c)nol ci almsaawt s nsJ ammandumtogemgneraniswtelamme, TPI n lowed m$,] TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 Sanford, FL. 32771 Compoa Fagiomtnaby Truce Eagirm %Co.• P.A.. Sit Soil - Rd Fd=on.NC279)2 BC Live 10.0 psf 407) 321-OD64 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE OWSM60 BC Dead 10.0 psf Code: FLA 367 Medafflors L 6hsmsolla, FL 32766 1 TOTAL 43. 0 sf v4 . 7 . 32-60738 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\COVK4\COVINGTON E 4\HSIA. nrx I I I Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 . TI:HS2 Qty:l DESIGN INFORMATION This design is a an mum ruin building mmpoocm and has been based an informaltoo pm,dad b) the than The designer duchmas any raponaGhq Ito 11- 11 n®II of fadty m moriect tnformtioa specifiotions aoNor design M1utdshrd to the tries desipes by the diem and oc mnectoev accuracyinaccuraof this informations as itmay relinetoasprafkproyeetandaarPsmeyuwWlury or auctsa no central %ilb regard to Ghnotian haudlioy shipment Rod installation of trussm That truss has been designed u an irndnidtal buildroll compoxnl in accordance oilh ANSVIPI 1-1995 and NDS- 97 to be insorpornad a pan of to building design by a Building Dengner. When mieoed for opprmal by to building designer. the design loading shoo. cam be eheetm to be sore thin the data shoan are in aprceram with to load building codes, loot dtn=ic .cords fa wind or canto loads. project spaiGotions a special applied loads. Unless shoaA truss has not been designed for stooge or omrpaM lands Tat design assumes compression chords (top or bottom) sure eomimmusl) booed b) sheathing ram otherniac sptdfioe ed Wbbateauclients u ds in =me net .idly brae . ta cr%14 It, a prnpchpplied rigid . sling, lhq should be braced in a nacims® spodng of l(Ur o c. Cmnram plate shall be mamdmi uad from 20 pop ha dipped gahvnsiad steel sating ASfM A 655. Grade s0, unless otherwise ages. FABRICATION NOTES Prior to fabrication. to fahmtm shall mica this drao,ng in , t nfy this tots dmnng is in onfomame usth the hbrsaMes plans and to real= a omumung mopmruhli1) for such , eetBcotlm Au) durn paodes ore to be pot in unting bdm among or hbriotion. Rae shall net be mstahlnd nv knarhola kmu a distorted gain Members shall be m ru tigW rutting need to wood boring Coanoctur pl. e shall be loalad m bah ram a the trim .,Lb rods wry mnbndded sad OW] a s) m, abed the join calm clhrnise shown. A 5as plate u 5' aide s V long. A 6ta plate is 6' aide , g' long Sias (Iola) inn peadlcl m the plate Iraph ram(Icd. Dorsbk was m iota manI shall min at Ne txmrod of the debt mnkis otherwiseshown Caumor glue din art mini®rns suza based an the form sane and .23 need to be mereaaad fa arum handling and/or ereemso soma This tries is tea to be Mr ial d n,th rare retardant treated tuuu. unless ahno,se a sws For additional infarmanoonoQuality control .der to ANSLrT?I 1.1"5 PRECAUTIONARY NOTES All bracing and eentm recommendations are to be followed in acaotdame w, th atapusl ttdmaq publications. Trusses are to be handled asth panlodar arc during beading and bundling. deli-) and installatsao to mvid damage Tcouporar) and permanent mating fin balding trusses in a siratgW and plumb position sad for resisung Wesal fora stall be designed and iastallad b) others CatdW teaming is esamtial and coalm bacing u aloes uquimd Normal ptomionap Kum for egmrgeen trusses res such tenry Wscing duringinstallationbananatrineto nvd toppling and domiminR The soper,ism of naa] io. of Unaea rhau be under to cannot of persons ecpaimod in the irv.n+tim of tnsics, adN Professional ,ice all be sought f neededconcentrationof construction lords grate than the design lends shall not be applied to mass a" ume. No loads other than to uaght of the minas shall be applied to came umul alter W faaeoing and bracing is compl"M TC: 2x 6 SP 82 BC: 2x 6 SP 81 D 2x 6 SP 02 10-11,9- 10,8- 9 WB: 2x 4 SP Q3 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Trusa in IHT zone, 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=-5271/2230,2- 3=-4168/1819, 3-4=-3682/1730,4-5=-4169/ 1818,5-6=-5270/2230, HOT CHORD 12-11=-1903/4781,11- 10=-1902/4792, 10-9=-1278/3680,9-8=-1903/ 4791, 8-7=-1903/4781, Webs 11-2=- 23/226,2-10=- 945/549, 3-10=-486/1502,3-9=0/ 2,9-4=-485/1502, 9-5 944/551,5-8=-23/ 225, 9- 1-12 0-6-6 Face = 0- 2- 8 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. User defined loadcases have been considered in this design. Bracing Schedule: Webs Brace Pt Joint to Joint 1/ 2 2-10,5- 9 Bracing shown is for visual purposes only. Continoua 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'-011. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 11- 2 226 0.07 C 9- 4 1502 0.48 C 2-10 -945 0.67 C 9- 5 -944 0.67 C 3-10 1502 0.48 C 5- 8 225 0.07 C 3- 9 2 0.00 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt( s). I. Span-0.47/981-0.93/ 497 3-2 Horiz. 0.32 0.64 NA Max DL Deflection L/999 - -0.46 Long term deflection factor = 1.50 joint Locations 1) 0- 0- 0 5) 30-11- 2 9) 22-30- 8 2) 9- 0-14 6) 40- 0- 0 10) 17- 1- 8 3) 17- 0- 0 7) 40- 0- 0 11) 9- 1-10 4) 23- 0- 0 8) 30-11- 2 12) 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(a): 4 PAR. REACTIONS PER BEARING LOCATION----- Z- Loc BSet Vert Boris Uplift 2 Type 0- 4- 0 1 1160 0 -861 B Pin 39- 8- 0 1 1760 0 -861 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5271 0.44 A 12- 11 4781 0.77 2- 3 -4168 0.52 A 11- 10 4792 0.85 3- 4 -3682 0.29 A 10- 9 3680 0.56 4- 5 -4169 0.52 A 9- 8 4791 0.85 5- 6 -5270 0.44 A 8- 7 4781 0.77 17-0-0 6-0-0 17- 0-0 1 2 3 4 5 6 6. 00 3.00 6.00 Lilo- 9-0- 6 0- 6- 6 Face = 0-2-8 0-8'0_ 0-8-0 1760# 1760# 8.00" 1760# 8.00" 17-1-8 5-9-0 17- 1-8 0- 48 2 I 0 40-0- 0 EXCEPT AS SHOWN( 19i ARE MiTek MT20 Scale = 0.1437 Maronda Systems I 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE $00050060 267 Med2Mon PL Chututaf; FL 32764 List'. IN V : AD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ECTING CONTRACTOR. BRACING WARNING: cing soon on this (boning ism ereion bracing, n,nd bracing, penal bating or similar bracing whncb is a pan of building deign and w hicb most be considered q to building designer. Brican Nan. u ran !sterol sttppn of gross abers ony to red= bncYag knph. Prosissem must be made to anchor lateral bracing in ends and specified dims determined b) to building designer. Addiumal bracing or the orerall sinscoue rigs) be required (See HIS -') I PII.For span trim bracing requirements, contact building desiper.rTnm Plate InsolWe TFI to looted at 581 motrio Dri,e Madison, Weoemin 53719) upoomt Eupueving b)- Taus Engmarnng Co . P A , III Sounds, Rd Fdmm4 NC 27932 Eng Job: Fjg09T4 Dwg: TI: HS2 Dsgnr: TLY Chk: 7/ 22/2006 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- 60739 uealgn: aches!: Analysis Profile Path: C:\TEE- LOK\Work\Jobs\COVK4\COVINGTON K 4\HS2.prx I I (Job: COVINGTON K 4 Customer:106 UPLIFT D.L. WO:COVK4 TI:HS2A Qty:l DESIGN INFORMATION This de>tpl u The an indnmul building mo>p®t91 and has been based on infent a ion prosidd b) the rdem The designer ducla,na ssn) respmvWu) for damages a a result of faulty or Inconm information. spmfiatio. a dlor designs hrmshed to the into designer q the aim and the ccnectnm or aavtac) of this unformanan as it ma)' Rhne to a symfic prom ad acrµs an respooabdit) or esncises m control nib regard to fibnadon. handbn} shipaem and installation of times This term has been dmged as an indmd,ol building mopr,oem in acadaooe With ANSVIPI I.1995 and NDS-97 to be incorporated a pan of the building desip by Building Designer When rested for apprmal by the building 6nirp,ees. the detiga l-linD slimm mm,a be ctrckd to be sum that the data shonrt are in mP m nib be loll building codes, local climax rands for id or mow loads, prof= spaiDatioms or special applied lolls unless Litman uua has not been designed for stomp: a ommanq lords The d-Z. assumes cmipresam chords (tap or bar®) are amimxmly bared q sbabin, unlm o bersis Lpcafad Where boom, chords in tension am not fdh hr000d laterally till a ploperh applied npd mheg, they shadd be braced e masiamm spicing of 10.0'o c Comma Plata Wall be msioulh cared fram 20 gauge he dipped gahanrad said ASIM A 652. Grade 40. unlm obanis Won. FABRICATION NOTES Prior to fabnationthe hhrimtor shall re- this dazing to %=, i bat that damns is to cmfonnanx sib the fnbriators plans ad to ral, s ccmia,ing respausb,bq for such tcnDotim Ay n screpa,+'+am to be gad in snag bdm coring or fibrsatioa Flares shall noes be ,mulled inv knotholes, knots or draanrd Stain Members shall bean for Ugh fiung iwd m nod hearing. Comnmor platesshall be bard onbob fare or be muss nib nails full imbedded and shall be s)m. Wore the jam unless oLlimis shone A 5s4 plate is 5' utdc s 4• kn& A 6a Plate is 6' aide s g' tang. Slots (boles) non pardkl in the plate length spCn&d Double cats on W mea6ers shall ant at the ccorad of the noes unless aheram Won.. Connector plate sues ate mim- st>a based on the forts shoo. ad mo) need to be iaaeased for certain handlug ad/or ermine stress This vuss a ma to be ubrioted nib rim retardant treated hatesunlm ohernisethree. Fa addukxd mr-natm on Quality Cooed refer in ANSlJ PI 1-1995 PRECAUTIONARY NOTES All baang and ereaao secommendmnom are to be foDmsd m accordance nth accepted inshari, publiauorm Times are to be hadlyd nib Particular mine during banding and dudlrng, ddi% wy ad n-•lLion m maid damage. Temporary ad pamaom bracng for bolding irmsesire s untigh ad plumb position and for mag"g lateral form Wall be designed and installed by others Careful handling is essential and recoon bramin a alistip seyard Normal prwmiomr)' reason forIrusHvi requires such temporary bmdng mums installation bet%ven Dues to noid toppling and domimoing. The Lu per vane of erealoo oftomes Wall be minder the cmuel of peramt cgxdc nrd in the imtalLwon of taus$ Professional adsia ball be sough f mdrd. Cmcauaim of amtntaion loads Parer thin the design loads ball not be applied to misses al my'time. No Inds other than the neigh of the rsectors shall be applied in trusses until after W fiaaiag and braaag is TC: 2x 6 SP #2 BC: 2x 6 SP 81 D 2x 6 SP A2 10-11,9-10, 8- 9 WB: 2x 4 SP A3 2x 4 SP A2 2-10,3- 9, 5- 9 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp. Cat. B, Kzt= 1.0 Bld Type= encl L= 58.0 ft W= 40.0 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=-5271/2230,2-3=- 4168/1819, 3-4=-3682/1730,4-5=-4169/1818, 5-6=-5270/2230, HOT CHORD 12-11=-1903/4781,11-10 1902/4792, 10-9=-1278/3680,9-8=-1903/4791, 8-7=-1903/4781, Webs 11-2=-23/ 226,2-10=-945/ 549, 3-10=-486/1502,3-9=0/2, 9-4=-485/1502, 9-5=-944/551,5-8=-23/225, 9- 1-12 0-6-6 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Chords Max O. C. From To BC 48. 01, 0- 8- 0 14- 2- 6 BC 48.01, 20- 6- 0 27- 4- 0 Webs Brace Pt Joint to Joint 1/2 2-10,5- 9 Bracing shown is for visual purposes only. Continoua lateral bracing attached to either edge of web(s) shown OR a T-brace, nailed flat to edge of web with 3": 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 141-011. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 11- 2 226 0.07 C 9- 4 1502 0.48 C 2-10 -945 0.67 C 9- 5 - 944 0.67 C 3-10 1502 0.48 C 5- 8 225 0.07 C 3- 9 2 0.00 C Joint Locations 1) 0- 0- 0 5) 30- 11- 2 9) 22-10- 8 2) 9- 0-14 6) 40- 0- 0 10) 17- 1- 8 3) 11- 0- 0 7) 40- 0- 0 11) 9- 1-10 4) 23- 0- 0 8) 30-11- 2 12) 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): 4 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boric Uplift 7 Type 0- 4- 0 1 1760 0 -861 B Pin 39- 8- 0 1 1760 0 -861 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5271 0.44 A 12-11 4781 0.80 2- 3 -4168 0.52 A 11-10 4192 0.87 3- 4 -3682 0.29 A 10- 9 3680 0.58 4- 5 -4169 0.52 A 9- 8 4791 0.87 5- 6 -5270 0.44 A 8- 1 4781 0.17 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt(s). I.Span- 0.47/981-0.93/497 3-2 Horiz. 0.32 0.64 NA Max DL Deflection L/999 = -0.46 Long term deflection factor = 1.50 17- 0- 0 6-0-0 17- 0- 0 1 2 3 4 5 6 6. 00 6x8 6x8 00 3.00 -3. 00 9- 0-6 0- 6-6 Face = 0- 2- 8 Face = 0- 2- 8 0-8-0 0-8-0 14- 2- 6 t L 6-10-0 12- 8- 0` 17609 8.00" 1760 .00" 17-1-8 5-9-0 17-1- 8 2 11 0 0 0 40-0-0 0 0 COSMETIC PLATES ) X6I (48) 2X4 (R - - 9) EXCEPT AS SHOWN PLATES ARE HiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda System S ERECTING Cthisdm TOR. BRACING WARNING: Bracing Ltnsn m situ daning a to erecim bracing, said hacimb pond bracing a similar bracing .hich is a pun of Ibe bufd,na dedga ad nheh mast be eornidoed b) the building dmgm Bncaj shots. is for latent tuppm of mum members on7 to ee I buckling length. Prosisom must be made to anchor Ixml binary d ads and speclid loauiiew deamad b) the huWrry designer Additional btaang of be merall suocnee ma) be ro mmd- (See HIB-91 4005 MARONDA WAY DOmfno Don., Mad,mghWummin 33719 ts, contact bIo9 tale 7P1 u located dSa) Sanford, FL. 32771 Companies E.otirseen b)- Tross Enpncering Co., P.A., US So der Rd, Fdaton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0005OD66 367 Meson PL Chutuota, FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 10. 0 psf Scale = 0.1536 WO: COVK4 TI: HS2A 7/ 22/2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: Matrix Analysis Profile Path: C:\ TEE-LOK\ Work\Jobs\COVK4\COVINGTON K 4\HS2A.prx I I I Job: COVINGTON A 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HS3 Qty:l DESIGN INFORMATION This design is for an itdhiduy bolding compmpuomt and has bean based an informaum prmidnd b) the c6cm. The designer distal® am) responsihilly for rl,- as a result of fadq or incorrect information, spmBotiom and/or designs furnished to the tom designer b) the dtmt and the carecmess or acconq of this information s it oar) relate m spaci , 9 sad accept no respomibi a) or e,ercixs an control with regard in fi riutm handling, slupmem and ion [l,i,,,, of uses This tom Ion b® dr9gvd ss an indnidml budib, compoam in accordance n,th ANSVIPI I-1995 and NDS-97 to be iocorporRed as pan of the building design by a Building Designer. When m,ersd for aplamil by the bmldmg designer. the design londinp shmmv min be chafed to be rase that the sins &boon ase in agrmom nuh the Intl Bolding codes, loon diumc reads fat w d or smo loads. project q=,fiou® or special appled loods Unlen shotiv, um bats not been daignrd for norage or oaaapanc) loads_ The design soma compression chords (sup in broom) are cvmiomrd) braced by shrmhmg unlm mhcr%,s specified Where bottom chords in tension are na hdh brand landly b) a Draped)applied rigid mli.& the) should be braced in a maximum sprang of l(b' o c. Cmnecmr pales shall be mmhaured from 20 gauge ha dipped gal -al seed mining ATM A 653. Grade 40. anlas abmtsc shown. FABRICATION NOTES Prior to fabriation. the faMutor shall micro this dran,ng to seri6 that this diming is in codarmeme wild the fnMimolr plans and to rails a commaing responsibility for such serifiation Any discrepancies are in be pm in %ruing bdm netting or fabrication. Rates shall not be insmlled me kmthWe; knots or duaormd grain MtmI &hall be m for tight fining wood to mood bearing Cmneaor plate Wll be h-m on bah fm d the tom xith mils find) imbedded and dust be a)m about the jeim unless atherw,s d mat A 5c4 plale u 5' node s 4• long_ A 6%2 plat is 6' wide s g' )cell. Slm& (bola) non pnallel to the plait length specilYd Double cuts on nab members shall min at the ocmotd of the nabs ualm otherw,se shmv Corrector plate sass are m..: m. cues bard on the force sleuv and my nrad to be m increased for annin handling and/or alum an ssa Thu trim tsm to be fab,ratnd oath Bate retardant treated had- unlm mberwir shone. For addiU0.2l information an Quality Control rda to ANSIfrPI 1. 1993 PRECAUTIONARY NOTES All tracing and erection rmommradatiom are to be fdlomtil in .0taiM,m,e pith aRLplod iaduary publimmns_ Tnass are m be hamlM n,th particular one during binding and bundling, dd'nta) and installation to avid damage. Tempoiay and permanent bracing far holding mosses in a arsuglu and plumb pmtioc and fa resisting lateral form &h,B be designed and installed by others. Carnal handling is ascoud and ermion bradnig is dni73 squired Normal prantutu Lary scum for t,ussea; rcquua such temporal) brwaag &nog installation barn= tnass to nod toppling and domiming The supcnisim of ammo of mists shall be coda the comrm of pates in the installation of tiiussa Professional nice shall be souglu if needed. Comtatra cis doo®nuwim loads gnats than the design loods shall m be applyd to uses in am) time. No toads other than the %tight of the atom Nall be applied to inns mul afa W U-n- sad tracing a compkim TC: 2x 6 SP Y2 MULTIPLE LOADCASES -- This design is the BC: 2x 6 SP 01 D composite result of multiple loadcases. 2x 6 SP #2 9-10 User defined loadcases have been considered WB: 2x 4 SP 03 in this design. 2x 4 SP #2 2-10,3- 9,5- 9 In -Plant Quality Assurance with Cq= 1 All 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(a): WndLod per ASCE 7-02, CiC, V= 125mph, 4 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 FORCES (lb) - Max Compression/Max Tension Bld Type= encl L= 58.0 ft W= 40.0 ft Truss TOP CHORD 1-2=-5238/2301,2-3=-4512/2016, in INT zone, TCDL= 4.2 paf, BCDL= 6.0 paf 3-4=-4013/1906,4-5=-4513/2016,5-6=-5237/2301, Impact Resistant Covering and/or Glazing Req HOT CHORD 12-11=-1973/4740,11-10=-1979/4769, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 10-9=-1495/4012,9-8=-1979/4768, 11- 2 194 0.06 C 9- 4 1569 0.50 C B-7=-1972/4739, 2- 10 -593 0.47 C 9- 5 -592 0.47 C Webs 11-2=-40/194,2-10=-593/410, 3- 10 1569 0.50 C 5- 8 195 0.06 C 3-10=-498/1569,3-9=-1/1,9-4--497/1569, 3- 9 -1 0.00 C 9-5=-592/410,5-8=-40/195, Face = 0- 2- 8 joint Locations 1) 0- 0- 0 5) 31-11- 2 9) 24-10- 8 2) 8- 0-14 6) 40- 0- 0 10) 15- 1- 8 3) 15- 0- 0 7) 40- 0- 0 11) 8- 1-10 4) 25- 0- 0 8) 31-11- 2 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -882 B Pin 39- 8- 0 1 1760 0 -882 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5238 0.40 A 12-11 4740 0.77 2- 3 -4512 0.42 A 11-10 4769 0.63 3- 4 -4013 0.67 A 10- 9 4012 0.82 4- 5 -4513 0.42 A 9- 8 4768 0.63 5- 6 -5237 0.40 A 8- 7 4739 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.54/865-1.06/438 4-3 Horiz. 0.31 0.61 NA Max DL Deflection L/889 = -0.52 Long term deflection factor = 1.50 15- 0-0 10-0-0 15-0-0 1 2 3 4 5 6 6. 00 3. 00 6x8 6x8 fi. 00 3. 00 8- 0-6 0- 6- 6 Face = 0- 2- 8 0- 8-0 0- 8-0 1760M 8.00" 1760M 8.00" I5- 1-8 9-9-0 15-1-8 0- J 0,8 12 10 40- 0-0 R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAr7ING TO BE GIVEN TO IMaronda SysteMSERECTINGCONTRACTOR.BRACINGriARNINC: Btatdag on shornIhtsdmnimg ism erecontiDmdag. miad baring- portal braciuigorsimilar heisting wWcisch a pan ofthebniidiogdesignand which min be considered b) the building designer. Battingshmsm a for laced stppon oftnass ambers on!) to reduce ddlnng kngth Pi misiom most be made to -aim lateral bracing at ends and specified laatroms derermued b) the building designs. Ad&tmal bracing of the o,=U suuuame may he rMWrc& (Sec HIB-91 of TPI) For specs ums tracing mtpdnm= comas buil&ng de9p0r(fms3 Plate ImunM TPI is looted as 323 4005 MARONDA WAY D'Omfrio Dine. Madison. Wisconsin 53719). Sanford, FL. 32771 Component Eogimersngb)-Tnm Enginming Co. P.A. gag Souadside RQ Ed-NC27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 0?0050068 367 Mr.d210can L G)xdloM; FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 10. 0 psf 0-" Ro- J9) Scale = 0.1585 WO: COVK4 TI: HS3 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HS3A Qty:l DESIGN INFORMATION This design is for an rdnidual building compoom and has be. based on informnioo prmided by the them The designer disciaims ay responsibility for damages a a result of hull) or incanm raforacti , wmBaioos ad/or dwsres 0arnrshd m the then designer by the drat ad the correctness or acaraq of this informam art run) relate to gmfw proXss and acoepa no responsibility or r crcisn an control nth regard to Otriasm. handling. shspmem and ismallaim of trusses. This trim has b® dmgmat as an tdnidsd beuldiI rmnpooem ,. "nce Pith ANSVIPI 1-1993 and NDS-97 to be incorporated as pan of the building design b) a Bmldsag Desiger What nsseud fro apprmal b) the budding designer, the design badsap shoos row be cb.*cd tocobe re that the Eatshomat are in apr>sm nth the local building aides. loaf climatic .dross for mid or Wmr twits. pmje a spmfsatiom or special applred bads Udm dmi L trim bat not boo lisped for wag or ocagaticy Inds. The design assnte compression chords (top or bottom) are con inucticill. braord b) shealbiag sale= ahrnise spec when baron chords in tension are not fully braced tatenll) g a poi - I applied rigid rphng. they should be braced at asaxsmam yscbg of 10'-0- o G Cmneaor plates shall be mawfiaumd than 20 g usye tot dipped ga.-i=d seed timing ASTM A 653. Grade 40. traess others= d mm. FABRICATION NOTES Prior in f li^^ row the hbriora than m-r, this dramsrmg to sent' dui this dmarag a N tpaftsrmance math the fabricator's plain and to rah= a eanumung ressembihry for soh stnfkztlos Ay dt cm rincie are W be pm in mnung berm outing or fabrication. Plan shall m be msnlled ma kaoholes, knma a drseortod gran. Members steal be em for tight fitting mood to nood bating. Connector plates shall be tooted on bah ram of the trim mitts cents calf) imbedded! and shall be s)m alas the joint now abera s shorn A Sol plate is 5' wide x 4' hog. A bet plate a V wide x 9' hag. Slats (bola) run pa dlelm the ptate Ienph spcafd Double Ms m web members shall tint at the ocnuued of the metes -I alms.'homer Connector plan seas see - n;wa sent based and the forcesshownamayneed to be m IKIta7ed fa certan handling ad/or cream Sasses. This trim is not to W fabricated mth rue reumru treated umberunless othermue sboun Forddaoml informant an Quality Control refs W ANSLr PI 1-1993 PRECAUTIONARY NOTES All bracing and cream rnvomendaiom am to be rdlomal in accordance mills accepted indrmr) publi- cats. Tresses am to be hammed nuh particular we during Rsudnng and bundling. delntr) and installation to nod damage. Totpurvy and lren atical bracing fa hown tamesin suaight ad phmb position and for ="ing Wed form seal be designed and tasalltd q alas Careful hadliall its s»fial and aucimu bracing is awns required Normal meacttromp trim fro tresses rcgrures such tcutim r) bracing mating installation bascen tresses to awed toppling and dommng. The srpenisian o(rnsaoo of trims steal be under the omml of pmsom a p-arced - the tnsaltafion of tomes. Profemonal,shift shill be Wright 9 seeded Cotsoouatim of a 1910a m Inds grater than the design kinds shall not be appled to truces at soy lime No Iamb palter than the might of the adorn steal be appfid to trunks until after W rastming and bracing a omplptd TC: 2x 6 SP Y2 BC: 2x 6 SP O1 D 2x 6 SP 02 9-10 WB: 2x 4 SP A3 2x 4 SP 82 2-10, 3- 9,5- 9 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H- 15.0 ft, I- 1. 00, Earp.Cat. B, Kzt= 1.0 Bld Type= encl Lea 58.0 ft W= 40.0 ft-Truaa in INT zone, TCDL= 4.2 psf, BCDL= 6.0 pat Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE.. CSI. 1- 2 -5238 0.40 A 12-11 4740 0.80 2- 3 -4512 0.42 A 11-10 4769 0.65 3- 4 -4013 0.67 A 10- 9 4012 0.85 4- 5 -4513 0.42 A 9- 8 4769 0.65 5- 6 -5237 0.40 A 8- 7 4739 0.77 8- 1-12 0-6-6 MULTIPLE LOADCASES -- This design is the oint Locations composite result of multiple loadcases. 1) 0- 0- 0 5) 31-11- 2 9) 24-10- 8 User defined loadcases have been considered 2) 8- 0-14 6) 40- 0- 0 10) 15- 1- 8 in this design. 3) 15- 0- 0 7) 40- 0- 0 11) 8- 1-10 Bracing Schedule: 4) 25- 0- 0 8) 31-11- 2 12) 0- 0- 0 Chords Max O.C. From To In -Plant Quality Assurance with Cq= 1 BC 48.0" 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per BC 48.0,, 20- 3- 0 27- 4- 0 sec. 3.2.4 of TPI-1-02, for joint(s): Bracing shown is for visual purposes only. 4 MAX. REACTIONS PER BEARING LOCATION----- FORCES ( lb) - Max Compression/Man Tension E-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2=-5238/2301,2-3=-4512/2016, 0- 4- 0 1 1760 0 - 882 B Pin 3-4=-4013/1906,4-5=-4513/2016,5-6=-5237/2301, 39- 8- 0 1 1760 0 - 882 B B Roll HOT CHORD 12-11=-1973/4740,11-10=-1979/4769, PROVIDE UPLIFT CONNECTION PER SCHEDULE 10- 9=-1495/4012,9-8=-1979/4768, WEB. ..FORCE..CSI. Cr WEB. ..FORCE.. CSI. Cr 8-7--1972/4739, 11- 2 194 0.06 C 9- 4 1569 0.50 C Webs 11-2=-40/194,2-10=-593/410, 2-10 -593 0.47 C 9- 5 -592 0.47 C 3-10--498/1569,3-9=-1/1,9-4=-497/1569, 3-10 1569 0.50 C 5- 8 195 0.06 C 9-5=-592/410,5-8=-40/l95, 3- 9 -1 0.00 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.54/865-1. 06/438 4-3 Horiz. 0.31 0.61 NA Max DL Deflection L/889 = -0. 52 Long term deflection factor or 1. 50 15-0-0 10-0-0 15-0-0 1 2 3 4 5 6 6.00 6x8 6x8 6.00 3.00 - 3.00 8-0- 6 0-6-6 Face = 0- 2- 8 Face = 0- 2- 8 0-8-0 y 0-8- 0 14- 2- 6 L L 7- 1-0 t 12- 8- 0 wy 1760 8.00" ' 17 0 .00" 15-1-8 9-9-0 15-1-8 11 2 1 0 0 0 40- 0-0 0 0 0- 3- 9) (R - - 9) COSMETIC PLATES (4)3E6 (48)2E4 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: Loro n d a Systems Bracingsbommmthisdnmurgisrottrodobracing, mid bracing, portal bracing or dmdu bracing which a a pan of The building design and uhelt mud be onnsihred b) the building hyper. Broung shmsat is for Lateral support of In= membms oaf) to midi re tase bkR hng knob. misiom intobe madeancborLateral braa and taxingendsasped loatnts delamined h5 the buildingdesigner. Additional bracing of the mtral sinsc urn nv) be required. (Sc HIFI.91 of TPI) For spccilk truss bracing requirements, contact building dessgna.(Trr= Plate InWrtae. TPI is looted as 523 4005 MARONDA WAY DI)nofrm Drise, Madison, Westin n53719), Sanford, FL. 32771 Componenl Engiocen, br. Tness Err^c,^ n Co.. P.A., glg Scunda;n. fled. Ed•- NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ss0050D6B 367 MedaBlon FL thuhlota, FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.1585 WO: COVK4 TI: HS3A 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 60742 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\ Jobs\COVK4\COVINGTON K 4\HS3A.prx I I 'Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:HS4 Qty:l DESIGN INFORMATION This design is for an iudissdial building component ad hen beet based on information prmvkd by the drat The desigoa d-la, any mpo¢sibilay for damages its. rmh of (Idlym mwrrw mf _ tpmfiobom mtdim design humished to the tam designer by the dlau ond tbe correctness or mnc) of thus informanon n it may reWe to specific Project ad xapts ne responvbdnty or ecvasa no c mml %rib reprd to fabnation. handling, shipmem and insionotion of truss This truss has boa designed n m indndml building amtpmem in accordance unh ANSVTW I.1995 and NDS- 97 to be rncurpnatad n pan of the huWrang design by. Building Designer. Who miensd for mpp- W by the building dmgt,• the design iadinp &boom miss be checkod to be surer thin the des shuts .re in • oiN the lad bdlouvg men local dramatic retads fm mind or moo Ind., project spe ifia oars; ar tpedat applied loads Unless %bona tam bus m been designed for swaje or omptsc) loads The design assumes mropressioo chords (top or bou-).a amimcousy b,, oed q sheathing mdm othmam specified Where bosom a_ds in on tensionnot full' broad laterolq b) prcpers) applied rigid mlung, tbq should be brand in un imam spod,i of I V-0' o c. Comma pkuesshall be mamtfmared Imm 20 Pug bat dipped gah'•ai>sd sted 1.0 ASTM A 653. Grade 40. unless ah,Pie down. FABRICATION NOTES Prim to Gbsiouu4 the fibnati r shall re,icn this draping o senf)• that this dnaming u in oonformma milli the fi inmtofs plans and to rcem a couurn ing tespotm. lity fin such senfimtioa AM dravcponcia se to be pm in mtuing before suing or fabriemim PWa shall no be instilled my knotholes, knms ordistorted groin Members shall beam fin ught filing need m need bearing C.-am. plies slnll he honed on bah fines of the utm milli tads fully hmbedded and shop be t)m about theom unless ahwie shun A 5.4 plate is 5e tide x 4' bong. A 6. g pWe u 6' uide % a' long. Slots (bola) run Pamlld o theplue kuglh spwhrd. Double cutson oeb members shall men at the mnmid of the ads mlen otheruve shoo. Cotmector pWe sins sae minimum tins bred on the form shmtn and ma) mad to he inoesme for c,mia hudlrang . W. ermine suesset This truss is m to be fmrotd %iN fire retardant treated lumber unless a bermise shown For adAntidtsl irdorvweo o Q 1,n Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES AB br dng and erection roownedatiom . m to be fal oil ro attordonee moth .oc pled uiduwy p bliotiom. Trusses as to be hammed with panionW are during bonding and bundling, d li.tr) and ima-11-tmo to nvid damage Temporar7 end permaom baadng fm holding trtnssn in a aaighn and plumb p s aim and fa tcm g loterd farm shoes be designed and installed b) abets. Careful handling is ®tut ad nmion brocing a alma)% requited Nonml Framimus) action for tomes requires such tampon) broting during invaBucan b,pt>m trusses to avid toppling and mmhmng. Tbesopenisimm of eamim or toga shall be under the canard of persons ape iced in the imay of bias% Pnftmoml ads.cc dull be sough f aeeded Couocmri ion or constriction lamPest, than the design lords Null not be applied to trusses at urntine. No Inds other than the neigh of the cream shall be applied to and until alter all fastening and bracing is TC: 2x 6 SP A2 BC: 2x 6 SP N1 D 2x 6 SP 42 10-12 WB: 2x 4 SP 93 2x 4 SP 42 3-11,5-11 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, H= 15.0 ft, I= 1.00, Exp. Cat. B, Kzt= 1.0 Bld Type= encl Ire 58.0 ft W= 40.0 ft Truss in INT atone, TCDLr- 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 2 192 0.06 C 11- 5 689 0.27 C 2-12 -341 0.23 C 10- 5 1474 0.47 C 3-12 1473 0.47 C 10- 6 - 341 0.23 C 3-11 690 0.27 C 6- 9 192 0.06 C 11- 4 -301 0.09 C 13-0- 0 6.00 3.00 Face = 0- 2- 8 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Ccr 1 ADZE. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift 2 Type 0- 4- 0 1 1760 0 -892 B Pin 39- 8- 0 1 1760 0 -892 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5205 0.39 A 14-13 4698 0.76 2- 3 -4757 0.43 A 13-12 4740 0.64 3- 4 -4865 0.37 A 12-11 4242 0.66 4- 5 -4865 0.37 A 11-10 4243 0.66 5- 6 -4758 0.43 A 10- 9 4740 0.64 6- 7 -5205 0.39 A 9- 8 4699 0.76 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt(a). I.Span- 0.48/961-0.95/487 4 eoriz. 0.31 0.62 NA Max DL Deflection L/989 = -0.47 Long term deflection factor = 1.50 6x8 3x4 6x8 joint Locations 1) 0- 0- 0 6) 32- 11- 2 11) 20- 0- 0 2) 7- 0-14 7) 40- 0- 0 12) 13- 1- 8 3) 13. 0- 0 8) 40- 0- 0 13) 7- 0-14 4) 20- 0- 0 9) 32-11- 2 14) 0- 0- 0 5) 27- 0- 0 10) 26-10- 8 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-5205/2322,2-3=- 4757/2130, 3-4=-4865/2240,4-5=-4865/2240, 5-6=-4758/2130, 6-7=-5205/2322, HOT CHORD 14-13 1997/4698,13-12=- 2013/4740, 12-11=-1628/4242,11-10=-1628/4243, 10-9=-2013/4740,9-8=-1997/4699, Webs 13-2=-59/192,2-12=-341/ 312, 3-12=-525/1473,3-11=-274/690, 11-4=-301/287, 11-5=-274/689,10-5=-526/1474, 10-6=-341/312, 6-9=-59/192, 13-0-0 6. 00 3.00 Face = 0- 2- 8 0-8- 0 0- 8-0 1760# 8. 00" 1760# 8.00" 13-1- 8 13-9-0 13-1- 8 0 0 4 3 2 40- 0 0 0 0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 0-,) 0-,8 Scale = 0.1585 Maronda Systems kd 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fait (407) 321-3913 TOMAS PONCE P.E. LICENSE WW50060 367 MedaIDon FL thuhfota, FL 32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: anteing shoos on this dimming u not ammo bracin& mid brimming. ponal hang or simdu bang much is. pint of the budding design and %hick mum be considered b) the building destprr. Branag shon o is for latent support of tam neon. od) m reubze bckling Iamb. Pamwons most be made o such r bateM bang al ends and speafed motions danminW b) the b Wing design Addmonal bmag of the mtatll sattcure ma) be tguiacd. (See HIB•91 d TPI).Fm spmfe tam hadag acgWrcm=L% aorta Wibh g slcsig= (from Rate Insaitma TPI is bated a1533 D'Oonfiio Dri.; Madison. Wisconab 33719). Cote, Engumnag b): Tam Engincering Co . PA.. $19 Smmdo PA Edennq NC 27932 Eng Job: WO: Ct50'k4-1 Dwg: TI: HS4 Dsgar:TLY Chk: 7/22/ 2006 TC Live 16.0 psf Lbr DF: 1. 25 TC Dead 7.0 psf Plt DF: 1. 25 O.C.: 2- 0- 0 BC Live 10. 0 psf TPI-02/FBC- 04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 vsf v4.7.32-60743 Design: Matrix Analysis Profile Path: C:\TEE-LOK\ Work\Jobe\COVK4\COVINGTON K 4 Drx I I I Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:HS4A Qty:l DESIGN INFORMATION This design if for an indimidael building mampocem and has boo based on information prmid d b) the dim. The designer declaims M rrspowbdtry for daratgm a ntstds of faulty or incaned informvioa spmfitauoos and/or designs foraisbed in the tone desdpc b) tk dim and the danmiess or mra) of this information as it envy'date in sP-& projm and accepts no responsibility or c mrcises no eonuol cub regard to fabrication bamoS sbapmm and iasialtatiom oftomes Ibis trim has been designed as an indnidml building omponm as a®rdance with ANSVfPi 1.1995 and NDS- 97 in be iiioorpormed a pan of We building design by Building Design. When mimed for apprmal b) the building designer. the design Iodinp sbuan most be clouted to be siue that the data shows are is a - auh the local building codes. loot dimmie rear . for mind or sooty(cods, project spear-couons or spatial applied bads Unless shoon, snit has m been dmVxd far storage or tac p soe) Inds. The design assmmes compression chords (top or bo tom) are muimquml) bread by sheathing unless ahanvc specs . Where bottom chords to teianon are out full) braced tateny b) a pity appled rigid oethug, the) should be braced al a mavmum spacing of 1(Y-0' o c Connor plates shall be marmhcoud from 20 gauge ha dipped phanrad seal meeting ASTM A 655. Grade 40. unless ahem= shwa. FABRICATION NOTES Rion to fahncauna the fabricator shall mica thane draining to mtsi6 that this doming is in coofeamarim uith the fabnciors plans and to rolls a ominuiog responaLLty for such -fiotim. An) dwepanoa are to be pm in arising before amain{ or fabrsotm Rain shall not be ems alled my kmaholes. tons or distmted grams Members shall be m for tight fntung mood to wind bearing. Cawmor plate sbaB W timed m bmh form of the tom with mils fully umbodded and shall be s)m. elbow the pintualea aaherutse shomm A 5%4 plme is 5- usde s 4' bag. A 6cg pWe a 6' aide % g' Wog. Slats(boles) min parallel ao the plane length specified. Double cuts on ueb members shall non at the centrmd of the uebs unless atbuois shown Connector plate rim age -- sums bond on the form &boon and con) nerd to be incremed for cem un handling anadfa eiectrm stresses This tom a not to be fabricated with Gee retardant treated htmber unlm abermts shomm. For additional information on Quality Coned refer to ANSVIPI I.1995 PRECAUTIONARY NOTES Au bracing and creamo nimmnedations an: to be fdlmmed m accordance utih octsped imms) publicationsTomesare o D< handled ntth parsioLv ore during banding and burdltng. ddr wy Red installation to mind dmmaage Terepmar) and permanent bracing fa holding inmca in a straight and plumb posmim and for smssiog lateral form &hill be designed and in se," by alrn Careful hadhng is essential and erasion bracing a ahar ys required Normal pwwionay aim fa trusses requires inch temporary bw g rm^w installation be meen tnrrsa in avid toppling and do oiming. The smgr-- of cwioo of uunes shall be under the antiol of Persian evervoced in the installation of inissa Professional ad,= dW I be sought of needed Coinenuotion ofonstravon loada greaser than the lostgn loon thaB m be aW d to truss at am) umc. No Inds abn than the ought of the tractors sbaB be applied to troM until after ell fastening and tracing a TC: 2x 6 SP ® 2 MULTIPLE LOADCASES -- This design is the BC: 2x 6 SP gal D composite result of multiple loadcases. 2x 6 SP 82 10-12 User defined loadcasea have been considered WB: 2x 4 SP 83 in this design. 2x 4 SP 92 3-11,5-11,0- 0 Bracing Schedule: 0- 0,0- 0 Chords Max O.C. From To All COMPRESSION Chords are assumed to be BC 48.01, 0- 8- 0 14- 2- 6 continuously braced unless noted otherwise. BC 48.01, 20- 3-'0 27- 4- 0 WndLod per ASCE 7- 02, CLC, V= 125mph, Bracing shown is for visual purposes only. H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 FORCES (lb) - Max Compression/Man Tension Bld Type= encl L= 58.0 ft W= 40.0 ft Truss TOP CHORD 1-2=-5205/2322,2-3=-4757/2130, in INT zone, TCDL= 4.2 paf, BCDL= 6.0 pelf 3-4=-4865/2240,4-5=-4865/2240,5-6=-4758/2130, Impact Resistant Covering and/ or Glazing Req 6-7=-5205/2322, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr HOT CHORD 14-13=-1997/4698,13-12=-2013/4740, 13- 2 192 0. 06 C 11- 5 689 0.27 C 12-11=-1628/4242,11-10=-1628/4243, 2-12 -341 0. 23 C 10- 5 1474 0.47 C 10-9=-2013/4740,9-8=-1997/4699, 3-12 1473 0. 47 C 10- 6 -341 0.23 C Webs 13-2=-59/192,2-12=-341/312, 3-11 690 0. 27 C 6- 9 192 0.06 C 3-12=-525/1473,3-11=-274/690,11-4=-301/287, 11- 4 -301 0. 09 C 11-5--274/689,10-5=-526/1474,10-6--341/312, GLOBAL MAX DEFLECTIONS--------- 6- 9=-59/192, LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.48/ 961-0.95/487 4 Horiz. 0.31 0. 62 NA Max DL Deflection L/ 989 = -0.47 Long term deflection factor = 1.50 Face =0-2-8 oint Locations 1) 0- 0- 0 6) 32-11- 2 11) 20- 0- 0 2) 7- 0-14 7) 40- 0- 0 12) 13- 1- 8 3) 13- 0- 0 8) 40- 0- 0 13) 7- 0-14 4) 20- 0- 0 9) 32-11- 2 14) 0- 0- 0 5) 27- 0- 0 10) 26-10- 8 In -Plant Quality Assurance with Cc)= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift S Type 0- 4- 0 1 1760 0 -892 B Pin 39- 8- 0 1 1760 0 -892 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -5205 0. 39 A 14-13 4698 0.80 2- 3 -4757 0. 43 A 13-12 4740 0.66 3- 4 -4865 0. 37 A 12-11 4242 0.67 4- 5 -4865 0. 37 A 11-10 4243 0.67 5- 6 -4758 0. 43 A 10- 9 4740 0.66 6- 7 -5205 0. 39 A 9- 8 4699 0.76 13-0-0 14- 0-0 13-0-0 1 2 3 4 5 6 7 6.00 3.00 0-8- 0 14- 2-6 , 17609 8.00" 9) COSMETIC PLATES (4) 3X6 ( 48)2X4 6.00 3.00 7-0- 6 0- 6-6 Face = 0- 2- 8 y 0-8-0_ 7-1-0 12- 8- 0 _F=q, 1760 .00" 13-9- 0 13- 1-8 „ EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro rid a systems Bramg station on this dimming ism erection bracing. mind bracing. portal bracing of siular bnacog m hic6 a a pan of thc building design and m hieh amm be considered by the bdldwg design. Bracing sbowm is for lateral support a ruse mmhera eel) o redlQ bie Wng Waph Prmisicnt nest b< made o anchor Lund bracing at tads and spe t locations determined b) the building design. Additional bracing of the meraB structure ma) be required (S. HIB-91 of TPI) For specter aim bracing rtgmremems, omacs budding design (I = Plate Institute, TPI a baled in 533 4005 MARONDA WAY D'Omafno Done, Madiaca Wisconsin 55719) Sanford, FL. 32771 Component Eapaeeringb)- Tam F,Tmrcri,,Co. PA, SIS Somdsidc Rd. Mention. NC27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $ 00050060 367 MadaMon FL Ctwtuota. FL 32769 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 9) WO: COVK4 TI: HS4A 7/ 22/2006 Scale = 0. 1585 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:HS5 Qty:l I DESIGN INFORMATION no detgo b for an tMhdual building mmporcm and has bean hood on mrormmim pmided b) the dint. The detig er dudaion ay RIP -Haley fa daatapn a a reset of hmlq or imoma informmioa spafieubm and/or desiya furnished to the trdesignerby the client and the mean or aeaoac7 of this informa000 as it may rebut to a specafK projm and accept an mWoaabiht) a coadia no amtrol nitb regard to fnbrsotmn handling. ddprtaem and imtllauon of mesa Thu trim bra been designed in au EoMadual budding wnWooem in accordance nith ANSVfPI 1-1995 and NDS- 97 to be incorporated a pan of the building disip by a Building Designer. When rc, nvd for appratal by the beildtug dcvgner, the de ip Imdinp shone mua be cheded to be sue that the data shone ue to ape.>sm pith the loco building ands. Inal climate records liar nit or soon buds, pmja speciai atiom or special applied W& Unless sboon. trim has not been deigned lbr sang a off) toads The eleago assume anmpeLan chords (top a boaom) are comn rmdYbnc ' by shmtWN unlm orb-= spearted Where Iowan chords ui tension are not fine braced Weill) by a groped) applied riyd ahn& they should be broad at a mmusum spociog of 10'-V o e Cmactor plat shallbe 6taased farm 20 page ha dipped gah- arse mccung ASIM A 653. Grade 40. unless otherwise sboon. FABRICATION NOTES Prior in fahriariat, the fabricator shill mutt this drsaing to serif) that thee draurng is in canformsas %rib the fiDnmtors plans and to re l= a mmimring responahlu) for sorb scdiotioa An) discrepancy are to be pm in ranting before cutting or Uxiotioa Plata Owl net be installed user koolholm trots a donated grain. M® bem shall be an for tight fitting avail to 000d baring. Connector plate steal be loafed on bah bin of the trim with cods ddA embedded and shall be a)m. aboui the jam ueles etdcoise shown A 5s4 platen 5' side x 4' long. A 6ag pule is V oide s li' long. Mou (bole) rim peraW to the plate, koph spmried Der an an web meat. shall min at the aouoid of the ads takes abanne shoe Canrcnor plate dm are minimum si>a band on the form sedan and may sad to be inaeamd for certain handling aad/a crest areas. This utm u at to be fbbric" with fire resudam treated lumber teen ahertsis sheen For additional information on Quithly Control rem to ANS VIPI 1.1995 PRECAUTIONARY NOTES All bracing and cream nerorvmeadaaom are in be rationed in aoardaram nith accepted indanry publi-k- Tresses are to be handle with particular care during banding and hooding. ddneq rind uaaallation to noid dautage Tenrponry and peretonenn brtciag fa bolding to®m anigN and phunb position and fa rtsvng lateral Cam shall be Ifni and installed b) othen Careful handling u essential and esmon bracing is olna)i required Norval precautionary sum for uuasea requires arch tanporar) bracing during a.a, i: bean® tnoaa to nee toppling and domming. The supm lion of erection of trtme shall be ceder the song of persons vgxncn d in the oaalliu m of hems Pmfemmul adt shall be soaghl If aided. Cooctatrauao of amtram hoods grata than the dmip Imes shall not be applied to tnms at any time. No loads abcr than the ueighi of the mama shall be applied to trirars until alter W faaavag ad boong n complaed TC: 2x 6 SP A2 BC: 2: 6 SP 82 WB: 2x 4 SP /3 2x 4 SP 12 3-13,4-12,6-12 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. Cr 15- 2 180 0.05 C 12- 5 261 0.07 C 2-14 190 0.06 C 12- 6 1131 0.31 C 3-14 1415 0.45 C 11- 6 1419 0.46 C 3-13 1109 0.29 C 11- 7 190 0.06 C 13- 4 266 0.07 C 7-10 180 0.05 C 4-12 20 0.01 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.56/826-1.11/418 5-4 Horiz. 0. 33 0.66 NA Max DL Deflection L/849 = -0.55 Long term deflection factor = 1.50 6-1- 12 0- 6- 6 Face = 0- 2- 8 MULTIPLE LOADCASES -- Thin design is the composite result of multiple loadcasea. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loci BSet Vert Horiz Uplift S Type 0- 4- 0 1 1760 0 -901 B Pin 39- 8- 0 1 1760 0 -901 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5113 0.39 A 16-15 4597 0.99 2- 3 - 5004 0.42 A 15-14 4655 0.86 3- 4 - 5480 0.37 A 14-13 4481 0.65 4- 5 - 5506 0.35 A 13-12 5511 0.82 5- 6 - 5506 0.37 A 12-11 4482 0.66 6- 7 - 5005 0.42 A 11-10 4656 0.86 7- 8 - 5114 0.39 A 10- 9 4598 0.99 Joint Locations 1) 0- 0- 0 7) 33-11- 2 13) 17- 0- 0 2) 6- 0-14 8) 40- 0- 0 14) 11- 1- 8 3) 11- 0- 0 9) 40- 0- 0 15) 6- 0-14 4) 17- 0- 0 10) 33-11- 2 16) 0- 0- 0 5) 23- 0- 0 11) 28-10- 8 6) 29- 0- 0 12) 23- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-5113/2319,2-3=-5004/2239, 3-4 5480/2464,4-5=-5506/2476,5-6=-5506/2476, 6-7=- 5005/2240,7-8--5114/2319, HOT CHORD 16-15=-1996/4597,15-14=-2022/4655, 14-13=- 1761/4481,13-12=-2163/5511, 12-11=- 1761/4482,11-10=-2022/4656, 10-9=- 1996/4598, Webs 15- 2=-78/180,2-14=-98/l90, 3-14=- 533/1415,3-13=-417/1109,13-4=-253/266, 4-12=- 9/20,12-5=-241/261,12-6=-432/1131, 11-6=- 534/1419,11-7 98/190,7-10=-78/180, 11-0- 0 18-0-0 11-0-0 1 2 3 4 5 6 7 8 6.00 6x8 4x6 8x10 6x8 6.00 3.00 1 1 -3.00 6-0- 6 0- 6- 6 Face = 0- 2- 8 o-s- off o-s-o 1760# 8. 00" 1760# 8.00" 11-1- 8 17-9-0 II-1-8 0404 6 5 4 3 40-0- 0 2 l 0 L R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: L aronddSystemsBracingshornonthisdmingiseamasonbracing. nid Deanne. portal bracing a sunlu bracing u4kh is a pan of the building deep ad Much mua be an®den l b) the Belding derigrn. Bracing shun a fa lateral ui pun of truce nxinbms omy ui reduce buckling length. Rmnions onm be made to anchm lateral bracing at ends ad specified lostnm daermind by the building designer. Additional bracing of the merW anwre ma) be required. (Sin: HIB-91 of TPI) For apak troy bracing requirements. contact building designer firm Plate Iesrlra. TPI a bated it 533 4005 MARONDA WAY D'Oanfrio DnccMadtson, Wnomtan 53719) Sanford, FL. 32771 Campo om Engtnmuig by: Trim Engiraatng Co. P A, $18 Soundside PA Eder- NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LSCENSE $00050060 367 Med2IDon PL Chsduofs, FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 10. 0 psf OOy8 R 9) Scale = 0. 1585 WO: COVK4 TI: HS5 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-60745 I I I Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:HS5A Qty:l DESIGN INFORMATION This design is for an idnidual building monporcm and has been based an iarntua,row prmidd by the client The designer disclaims awry respmubihq fa """to as reswr of Wry or ueortc Information, spcafituioa andlor designs lianishd to the truss designer by the chent and the correctness m acetones, of this tnformatioo a it may reWe o a specs projea am aacpts m responsibility in anuses an coouW with regard to fabriahmt handling, shipriew and installation of terse This trim his been designed as an iadnidml building omspooat in armdao<e with ANSVTPI 1.1995 and NDS-97 to be inarpmavd a pan of the building design by a Building Design. Wbm miessd fon appro m] b) the building design. the design Ioadrnp shown ousi be bald to be suns that the data &boom an: in apeeaew with the local Wilding code; local duntic records roe wind or - Inds. Project speaftatasa or ryaial ppld loads. Unless shona trim ba m been designed for singe in occupancy loads. The design assumes co-Maisim dbirds (tap or bon-) are coouruoay biaoed by shushing oulm ahen.ise specired Whcee bailout chords in tension are not rully braced laanlh, by a propmh appld rigid ceiling. they -bond be broad n matimom -0' o e Cospacingof10'rr.=. plan shall be onwfrn, d flan 20 page ha dippedgalsmniad usJ raeeting ASTM A 653. G,.de 40. u I ahmwisc abmty FABRICATION NOTES Price to falcon a a. Lila, faMi aaa shall micro this droning to serif) that this dewing a in anformanco ntth the fabrintw% Plans and to reahec a continuing responsbibty fa stem -licalon Amy discmpaocies are to be Put In mnung biota, coming or fabrication Rates shall not be insutHd mew knotholes, knots in distorted grain. Membm shall be an T- light luting wood to mood bmnng. Connor plates shall be kited on bah faces of the truss msth maris fulh-bddd and shall be rim about the jam unless olhmtise &biros A 5a4 plme is 5' wide a 4' long. A 6d plate is 6' wide x a' long. Slots (holes) ran p ealld to the Wane length spatfd Do Ok ens oa web mem1 &hall races in the ®t&oid of the webs twess ahernisc shown Cooriccu r pWe situ are maintain tizn WscA on the foam [boom am may need to be iaesmsed fa Beau handling -or esat= ssrez¢t Tbis ram is not in be abriad nib fhe nesardam treated lumber -, of ernise shonm For .ddnooal mfaenotiou an Q altuy Control rda to ANSVTPI 1. 1995 PRECAUTIONARY NOTES All bracing and enerrom remrnmedauom ue to be fallounl to aad, with owepd tda" publicia, Tomes are to be handled with particular cam during handing and handling. delneD and installation to nvid damage Temporary and paean bracing fix holding unities in a straight and plumb Poston and for resisting Wed form shag be dmpd ad installed by athers Carchrl handle{ is esseatlud and ninon bracing is ahoa)s required Normal prociaticea ) anion f- utma regains such temporary lawag during ins„ ll„ a bemeen tresseso mid topplug ad dowimurig. The stmemstoa of ernaiw of t . "lb. under the aauol of pvroas experienced in the iaawlatna of uus= Praressioual ad,= shall be sought d rasled. Conoasratoo of eonstsuam Inds pater than the design hoods shall ear be applied to Neves .1 any roe. No Inds other than the ucigtu of the aeon shall he applied to ( mean uwil after all ramming and tracing a WOpldd TC: 2x 6 SP 12 BC: 2x 6 SP #1 D 2x 6 SP 02 12-14,11-12,9-11 WB: 2ac 4 SP @3 2x 4 SP 82 3-13,4-12,6-12 0- 0, 0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, Hea 15. 0 ft, I= 1.00, E3cp.Cat. B, Rzt= 1.0 Bld Type= encl L= 58.0 ft W= 40.0 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 - 5109 0.38 A 16-15 4594 0.78 2- 3 - 5006 0.41 A 15-14 4656 0.68 3- 4 - 5482 0.37 A 14-13 4481 0.66 4- 5 - 5508 0.35 A 13-12 5513 0.83 5- 6 - 5507 0.37 A 12-11 4484 0.67 6- 7 - 5007 0.42 A 11-10 4658 0.86 7- 8 - 5115 0.39 A 10- 9 4599 0.99 Face = 0- 2- 8 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Chords Maas O.C. From To BC 48. 01' 0- 8- 0 14- 2- 6 BC 48. 01, 20- 3- 0 27- 4- 0 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Maas Tension TOP CHORD 1-2=-5109/2317,2-3=-5006/2241, 3-4=- 5482/2464,4-5=-5508/2477,5-6=-5507/2477, 6-7=- 5007/2240,7-8=-5115/2320, HOT CHORD 16-15=-1994/4594,15-14=-2022/4656, 14-13=- 1761/4481,13-12=-2164/5513, 12-11=- 1762/4484,11-10=-2023/4658, 10-9=- 1997/4599, Webs 15- 2=-82/183,2-14=-81/189, 3-14=- 535/1419,3-13=-421/1111,13-4=-253/220, 4-12=- 9/19,12-5=-241/217,12-6--432/1130, 11-6=- 534/1420,11-7--81/190,7-10=-78/180, joint Locations 1) 0- 0- 0 7) 33-11- 2 13) 17- 0- 0 2) 6- 0-14 8) 40- 0- 0 14) 11- 1- 8 3) 11- 0- 0 9) 40- 0- 0 15) 6- 0-14 4) 17- 0- 0 10) 33-11- 2 16) 0- 0- 0 5) 23- 0- 0 11) 28-10- 8 6) 29- 0- 0 12) 23- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -901 B Pin 39- 8- 0 1 1760 0 -901 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 15- 2 183 0.06 C 12- 5 -241 0.06 2-14 189 0.06 C 12- 6 1130 0.31 3-14 1419 0.46 C 11- 6 1420 0.46 3-13 1111 0.29 C 11- 7 190 0.06 13- 4 - 253 0.07 C 7-10 180 0.05 4-12 19 0.01 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.56/834-1.10/422 5-4 Horiz. 0. 33 0.65 NA Max DL Deflection L/857 - -0.54 Long term deflection factor = 1.50 II-0- 0 18-0-0 II-0-0 1 2 3 4 5 6 7 8 6.00 3.00 6.00 3.00 6-0- 6 0-6- 6 Face = 0- 2- 8 0-8- 0 rr 14- 2- 6 0-8- 0 17601FSOU , 7- 1- 0 12- 8- 0 00 I1- 1- 8 17-9-0 11-1-8 0- 0 6 5 4 3 40-0- 0 2 1 0 0 0 R - 3- 9) (R - 3- 9) COSMETIC PLATES ( 4)3X6 (48)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO aE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Larondon SystemsBraegshommanthisdrawingismilceeaonbranmpbaringpoWbacingasouWbmcogwhichis.pay f the bmldng desip and which must be considered b) the building designer. Bracing sbomfon m is lateralsupportof trim m®hm sit) to inch buc ling length Pm&isims most be side to fact- Inert bracing at ems and spadld loarions deesmio d b) the budding dr9pm. Additioual bracing of the merall strtstum ma) be required. (Sce HIH-91 of TPO Fa specific utm braeag meituremcn a. maw building desipef. (fruss Rau Institute. TPI is loatad at 593 4005 MARONDA WAYDomGioD&hs.Mah- Wnaisic53719). Sanford, FL 32771 Component Emgiumingb)-Trtm E.paeciinSCo. P.A. gig Sound sde Rd, Edcomrn, NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE POOSM60 367 Medamon FL Chuhcotsi. FL 32766 Scale = 0.1585 Eng Job: WO: COVK4 Dwg: TI: HS5A Dsgnr: TLY Chk: 7/ 22/2006 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 I I I Job: COVINGTON R 4 Customer:109 UPLIFT D.L. W0:COVX4 TI:HS6 Qty:l I DESIGN INFORMATION Tbls ddp is fa an indnidtd buildtnit mmpwtal and has been band an information promided by the chenl. The destp or ducWna sy er>W .. anthly fa damages as mere& of Qdry or incorrect information, voctfiatiom and/or designs furmishd to the utm designer b) the chero and the manes or ammacy of this iafamauon as it Ina) rebate to a spatlflc plow and aacpts an resPoamhtliry or e¢rdu an control ash regard to fabrication, handlins shipment and installatm of trosses_ This tons bens been des)gad as an indk"'I" i bdamg component toKcad ere uiN ANSI/fPI 1.1995 nil NDS-97 to be incorporated as pan of the Wftng design by a Batldrng Designer When re,i d fa opp+aal by the baldutg designer. the design loadings shown must be chc2M to be sore that the dam shoxv are in agroemeor with the local building coda local elimatte records fa ord or s c a Inds. )mojm Weafieaons or spinal aPPltd Inds. Unless shown mat has oa been designed fa storage or omRaay londs The design atames mmpr sioo chords (top or bonom) are wm)mtad). braced b) shenhing anles eaherum spedkd Where ban- chonb in tension are era fW4 bracoa lateraB) by a pmpetry applied rigid ac ling, the) shartht be braced at a musionmn spacing of IM-Ow o c. Coonma plain shall be enrunJhcmrd Qom 20 pugs hat dapped phamned and meeting ASTM A 653. Grade 40, asks ahernue shown FABRICATION NOTES Prior to mbnenuon. the Mnata shall mice that drawing no avtly that this dmsang is in conformance arm the hbriator's plans and to rnha a cooumdag respomib.hy In: such satficavon. Amp disveparcuo nee to be per in waiting bdae cmuag a fibnatioo Plata stall act be hmssdled my konthol- knee as dnaMd groin. Members shall be an for ught fitung wood to uood baring. Connector plates shall be luatd an bah fans of the tram wrN nails N14 imhaklm and doll be s)m. abo o the jaa unless otherwise shown A 5s4 plate n 5' wide a a' long. A 6t3 plate is 6' uide s g' boll, Shots (holes) con parallel m the Nate kngN specilid Double ants m nab members shill men at the centroid of the webs uNess mhmim shown Connector plate - cart suns based on the faces shmsv and may need to be ilrezdod fa eormirt hadlrng ad/m erection usascs. Then tram a rot m be faMated pith fire ret rdam usedhtrmerteethestommshownFaaddaimal tnformauon an Qualo) Control refer to ANSVIPI 1-1995 PRECAUTIONARY NOTES Au bracing and cm,on raommmdanons ate to be follmd in accadaae aith emeptd rdmtr) publiations esTamart tobe hamlm x,th Pantadir cone main{ handing and bundWg 6dh-y and inssllatiom to nod damage. Temporary and permanent braang fa holding uses in a straight and Phtmb position and fa redoing lateral face shall be designed and mvslled It, other. Cordd handling is -ill and erection bracing is atn'gs required Normal preomnimuy Kum fa tmmes tcgmmitn mch temporary bracing &.4 mnsallatmn betwsen tames to nod toppling and daaaang. The anpors W m of cantos of was chat] be under the cost of palms e , iaoe, to the lnvalhaton of tr>mes Professional advice shall be caught tr rrtdd, Cemmatneu o of constraint loads gtetmer thin the dap Inds shall net be applied to ammo as soy ume. No loads other than the ought of the canon shall be apPbed to trams until alter W fastening and htactng is TC: 2x 6 SP R2 2x 8 SP $1 D 3- 5,5- 7 EC: 2n 6 SP N2 WB- 2x 4 SP A3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, 1lct= 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Truss in INT cone, TCDL= 4.2 psf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 17- 2 173 0.05 C 14- 6 633 0.20 C 2- 16 386 0.12 C 6-13 -459 0.09 C 3- 16 1337 0.43 C 13- 7 1637 0.53 C 3- 15 1637 0.53 C 12- 7 1338 0.43 C 15- 4 -459 0.09 C 12- 8 386 0.12 C 4- 14 633 0.20 C 8-11 173 0.05 C 14- 5 -274 0.05 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.61/765-1.20/388 5 Horiz. 0.33 0.65 NA Max DL Deflection L/787 es -0.59 Long term deflection factor = 1.50 Face = 0-2-8 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 MAY. REACTIONS PER HEARING LOCATION----- E- Loc BSet Vert Boric Uplift 7 Type 0- 4- 0 1 1160 0 -911 B Pin 39- 8- 0 1 1760 0 -911 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4933 0.40 A 18-17 4408 0.93 2- 3 -5246 0.43 A 17-16 4491 0.88 3- 4 -6282 0.26 A 16-15 4775 0.68 4- 5 -6942 0.26 A 15-14 6365 0.92 5- 6 -6942 0.26 A 14-13 6365 0.92 6- 7 -6281 0.26 A 13-12 4775 0.68 7- 8 -5246 0.43 A 12-11 4491 0.88 8- 9 -4933 0.40 A 11-10 4408 0.93 Joint Locations 1) 0- 0- 0 7) 31- 0- 0 13) 25- 6- 0 2) 5- 0-14 8) 34-11- 2 14) 20- 0- 0 3) 9- 0- 0 9) 40- 0- 0 15) 14- 6- 0 4) 14- 6- 0 10) 40- 0- 0 16) 9- 1- 8 5) 20- 0- 0 11) 34-11- 2 17) 5- 0-14 6) 25- 6- 0 12) 30-10- 8 18) 0- 0- 0 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-4933/2273,2-3=-5246/2344, 3- 4=-6282/2765,4-5=-6942/3004,5-6=-6942/3004, 6- 7=-6281/2765,7-8=-5246/2344,8-9=-4933/2273, HOT CHORD 18-17=-1953/4408,17-16=-1991/4491, 16- 15=-1912/4775,15-14=-2535/6365, 14- 13=-2535/6365,13-12=-1912/4775, 12- 11--1991/4491,11-10=-1953/4408, Webs 17-2=-136/173,2-16=-10/386, 3- 16=-530/1337,3-15=-622/1637,15-4=-459/284, 4- 14 205/633,14-5=-274/181,14-6=-205/633, 6- 13 459/284,13-7=-622/1637,12-7=-530/1338, 12- 8=-10/386,8-11=-136/173, 0- 0 22-0-0 2 3 4 5 6 7 6. 00 6x8 6x8 1000 6x8 6x8 9- 0-0 6. 00 3. 00 1 LiiL 1 5- 0-6 0- 6-6 Face = 0- 2- 8 0- 8-0 0-8-0 1760i18. 00" 1760M 8.00" 9- 1-8 21-9-0 9-1-8 8 17 6 15 4 13 2 ii 0 0401, 8 40-0-0 R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: FMariondaSystemsBattingsbm%m onthis dm"ng is net erection bracing. umd bracing- Ponna s! bng orsimilarbracing Much is ism of the balding drop sod ahich most be crosderd q the lauldmg designer. Bmang shomo a fat lateral mppan of trss members oil)to redone bodling length Prmistons mum be made to ancha lateral bracing at ends and specs lemons determined b) the balmns designer. Addttioal bracing of the m=ll strneure ma) be round (Set MB-91 4005 M ARON DA WAY o oOnotim o 53 h m ma TPI t wa,ea atsa3 Sal77ord, FL. 32771 Component Engmerragb)- Truss Eopsoering Co. P.A. III Soomsi Rd Fdemon, NC 27932 407) 321-OD64 Fan (407) 321-3913 TOMAS PONCE P. E. LICENSE a0050069 267 Meson PL Chuhtod; FL 22744 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 O-j Oy8 1109) Scale = 0. 1585 WO: COVR4 TI: HS6 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\COVR4\COVINGTON R 4\HS6.prx I ' I Job: COVINGTON K 4 Customer:106 UPLIFT D.L. WO:COVK4 TI:HS6A Qty:l DESIGN INFORMATION Tbis design is for an indtsidud buildma aotpooml and has 6eco based oo infometim mprmidodbythedoom. The deeper dtelaims am respo®bihry for Q - as a resell of rawly a incorrect tab on spmRatiom andfor drape furnished to the um designer by the cL9s and the amrmrcss or accuracy of this informant a it ma) relate to a specific project and accepts no rrryonsihlity or esudses ne aortal with regard to f rilcart,.,. handling. shipment ad mstallmion of urr sot This tram has b® designed o an indnidu al bwldtog compmcd in aoourdance %ills ANSVfPI 1.1995 and NDS-97 to be incorporated as past of the b iding design by auildmg Design%. When rnienfd for approsst by the buihbng designer. the do uga loadings shone mum be ehedad to be sure that the dam:boon are or mgr®1 th the local building codes. local donate rid. for mind m some loads, Project tpectfiations or Weeial apptid loads. Unless sho%a suss has not beco designed for storage or 000ryaocy loads. The design assumes mnpreaion chords (top or baton) are continuously braes I by 6-hi- mks otha%ve :gasified. Where bovom chords m tensaa are not fell) broad baerall). q a Iropm applyd rigid oeirag, the) should be bead a a nacimm spaing of 10'-0' o c. Conoma plate shall be mamtfaaured from 20 gauge boadtppfd gahwis adal meeting ASTM A 653. Grade 40. awes ahvwis shun FABRICATION NOTES Pro to fnrancati n the adtriator shall re- tbs drawing to strily that this drawing is m con( •me %nth the fabricames Plan and to realm a continuing reWmubrltry for such sWfauon Avy drsrc{snda are to be p l in %eidog before prong or fibriam. Elates hall col be installed ma kmhoks. neu or dlpmtd gsun Members droll be gat fro tight Doting "end to nood be rtag. connector plan dull be located on bold faces of the t,>m mth nails IW4 iffdk d and dull be qm about the jorm unlm ahauim shoos. A 5N Plate is 5' %ids s 4" long. A 60 plate ts6• tide c 9' long. Slots (homes) run pmalkJ m the pine length sprafed Dmmle pus on neb members & hill min at the centmd of the urbs unless otherwise shoos connector plane sum are mianrrmm st>a based a the form shone and rum) coed to be iocrcnsd for mom hurdling m llor crmioo vest This truss is no to be fabrsated ui16 fun rect dam treated hmuba -I- aherom shun For add tallud mformmion onQuality Control refer to ANSVIPI I.1993 PRECAUTIONARY NOTES All bnrmg and ereata reammeadmiom are to be followed in aoardaroe with accept itdntq pdfl-a Trusses are to be handled with parucular are erring banding and bmdlmg, delinvy and ima1W too to asmd damage Temporuy and permasrm bracing for boWmg trusses in might and plumb piutia and for resiyvg bind form shall be designed and installed b) other. CuWI handling is essemial and acts bracing is mlua)s rcquued Normal pseau maq roam fa u® rquiro such temporary bmdng muiag d•ens .1- banes uuuesm %aid toppling oad omlne(ng. The .tp- im of -lion of trusses shall be under the control of pensions in the i,ta,n.,.., w comes. Psoleo iaiul all= shall be margin If concenuaim co % of „ ee= lad. gnassho to the design Ind, mhall m be applied to unsa e V any time. Noloadsotherthan the %aghi of the entson dull be epplsed to uussesumd after as farming and bacsng is m TC: 2x 6 SP i2 2x 8 SP 82 3- 5,5- 7 BC: 2x 6 SP 02 WB: 2x 4 SP t3 2x 4 SP 02 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 58. 0 ft W= 40.0 ft Truss in INT cone, TCDL= 4. 2 paf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -4933 0.40 A 18-17 4408 0.97 2- 3 -5246 0.43 A 17-16 4491 0.91 3- 4 -6290 0.34 A 16-15 4775 0.69 4- 5 -6939 0.35 A 15-14 6374 0.92 5- 6 -6939 0.35 A 14-13 6374 0.94 6- 7 -6291 0.34 A 13-12 4777 0.69 7- 8 -5248 0.43 A 12-11 4492 0.88 8- 9 -4934 0.40 A 11-10 4409 0.93 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.63/736- 1.24/373 5 Boric. 0.34 0.67 NA Max DL Deflection L/757 ea -0.61 Long term deflection factor = 1. 50 9-0-0 6.00 M I Face = 0- 2- 8 MULTIPLE 7AADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Chords Max O. C. From To BC 48.01r 0- 8- 0 14- 2- 6 BC 48.01t 20- 3- 0 27- 4- 0 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2aa-4933/ 2273,2-3=-5246/2344, 3-4=-6290/2769,4- 5=-6939/3002,5-6=-6939/3002, 6-7=-6291/2769,7- 8=-5248/2345,8-9=-4934/2273, BOT CHORD 18-17=-1953/ 4408,17-16=-1991/4491, 16-15=-1913/4775,15- 14=-2538/6374, 14-13 2539/6374,13- 12=-1913/4777, 12-11=-1991/4492,11- 10=-1953/4409, Webs 17-2=-136/173, 2-16=-11/386, 3-16--530/1338,3- 15=-625/1646,15-4=-462/285, 4-14=-200/620,14- 5=-264/177,14-6=-199/619, 6-13=-462/285,13- 7=-624/1645,12-7=-530/1339, 12-8=-11/387,8- 11=-136/173, 22- joint Locations 1) 0- 0- 0 7) 31- 0- 0 13) 25- 6- 0 2) 5- 0-14 8) 34-11- 2 14) 20- 0- 0 3) 9- 0- 0 9) 40- 0- 0 15) 14- 6- 0 4) 14- 6- 0 10) 40- 0- 0 16) 9- 1- 8 5) 20- 0- 0 11) 34-11- 2 17) 5- 0-14 6) 25- 6- 0 12) 30-10- 8 18) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift ): Type 0- 4- 0 1 1760 0 -911 B Pin 39- 8- 0 1 1760 0 -911 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 17- 2 173 0.05 C 14- 6 619 0.20 2-16 386 0.12 C 6-13 -462 0.09 3-16 1338 0.43 C 13- 7 1645 0.53 3-15 1646 0.53 C 12- 7 1339 0.43 15- 4 -462 0.09 C 12- 8 387 0.12 4-14 620 0.20 C 8-11 173 0.05 14- 5 -264 0.05 C 9-0-0 6.00 1 3% 1 5-0- 6 0- 6- 6 Face =0- 2-8 0 8 0-8-0 COSMETIC PLATES (4)31L5 (48) 2E4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TORE GIVEN To EMarconda Systems ERECTING CONTRACTOR, BRACING WARNING: Bracing else on this dnmvg is not mention Draeuvg, wind brmog, porul brmvg or simlu bracing %hush isa pan of We budding desga and ubch min be ansitkr d b) the bdldmg designer anteing shone is for lateral nggw of user t®bers onh to redo& boWmg length Prmtaora tom be made m author lateral bracing at ends and spots locations dele mtood by the bolding design. Addnmml bracing of the mall structure ma) be required (Sot HIB-91 of TPI) Fa specific um broemg-q-temems. anmci buildrng desiper. frets Rate Inrstute. TPI is located at SS3 4005 MARONDA M D'Onefrio Drhe. Madero. Wise i 53719) Sanford, FL. 32771 Component Enpvmtng W. Truss Engirmnng Co., P.A, glg Sou• !n w Rd. Edcnum. NC 27932 407) 321-0004 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSM60 367 MedstMon FL Ghutuotn, FL 32766 Scale = 0.1585 Eng Job: WO: COVK4 Dag: TI: HS6A Dsgnr:TLY Chk: 8/24/ 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 I 'Job: COVINGTON R 4 Customer:10@ UPLIFT D.L. WO:COVK4 TI:HS7 Qty:l ' DESIGN INFORMATION This design is for en ind-dual building compooem and bas beer based an information paned& b) the diem. The designer disdain ay respmmTilrq for &,mates n rendt of fatdq or incorrect information, spectfrmuons atd/or design furnished to We tram Ifmgda b) the dims and the darketoess or amtraq of this inGmntsoo as it may relate to a spmfc pram and accepts to respectability or ecudss an control wild regard to fabrication, handler& shipment and installation of to ssn This um bas been designed a an indruidanl building compornm in accordance aUh ANSVMI 1.1995 and NDS-97 to be incorporated n pan of the building design b) Buslduag Designer. Wba mieutd for appmd by the building designer, the design landings sbooa mint be checked to be tiro that the does shoou are in ag®em with the coal bmldea{ cocks, lool di -me roads for usnd or stsow loads, projm spectfsation or spinal applied bads. Unless *boast, truss has nor been designed for -rage or amr¢mq bads. The dmgn assume oompressioa chords (top or baton) are continuously braced b) sheathing mless otherwise spaced Where bona$ chords b rensbo are to frill) braced eaten l) q a IroPerb applied rigid wltng, the) sbould be braced at a ncinmm spoeing of lo'O' o e Connector plans shall be mmd h® ibcan 20gauge to dipped galsaniad and mmttal ASPM A 653. Grade 40, unless olhemise shown FABRICATION NOTES Pre. to fabrication, lh Gbrilatm hall -i- this draatng to seedy thou this drawing is in coeforeasooe wish the fabnamrs plan and to realty a continuing responsibility far such serification Any discrepancies; are to be Pin in ranting before cradag or bbrknim Ran shall Ins be mashie& ow knotholes. trots. distorted pain Member shall be car for tight fitting aocd in and bung. Connector pules shall be baled an both ion of the use sub (tads fury Imbcddcd sad shall be sym about the jam - 1 ethersi: shone A 5s4 plate is 5' wide c 4' long. A 60 plate is 6' aide c 1' l.hg. Sits (bola) ion pan" to the plan: knob spmflod Dcabk ass on web members Shall mtzt at the aatrod of the webs unless otheroix shoats. Connector pie styes are -at- alas bad on We dam id-o sad may .it in be Iaen><d for smut handling tied'. erection scar$ Thus truss is tat to be fabricated xsth fire rcu rdant treated timber unten tale- ise shown For additional inf.mutm an Quality Control rda to ANSUfPI 1.1995 PRECAUTIONARY NOTES All bracing and erection rm®®duira are to be folbued in act a &= nub acssped industry publications Trusses are to be handled nnth particular ere during hid- and bndlsng, ddi%vy and installation to void flange. Teraptmry and penmszol bra(ang far holding titmes in a straight and plumb position and far nsiaing laser$ fora shall be dmgmd and installed by when Careful handling is essential mid metass tracing is alus7s regalia& Nmnl preantiorury Kira for utsss requires ouch t®poruy bracing daring tnsallalim bcm= trusses to noid toppling and domrrimA& The rupers; srm of minim of tresses shall be under the ®trod of permns ems, iahmd in the installation of tnsn professional adeim shall be sought ifm needed Ca timersofta,stnsoioo bah greater than the design leads shall not be applied to tiros, at any tine. ands No lother thanthenought of the moron shall be applicd to tuna trtnl alter W 11-ng and braerng is TC: 2x 6 SP 02 BC: 2x 6 SP # 2 2x 8 SP #2 15-16,12-13 2x 8 SP ill D 13-15 WE: 2x 4 SP A3 2x 4 SP #2 3-15,4-14,6-14 7-13,0- 0, 0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, C&C, Ves 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Truss in INT cone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/ or Glazing Req TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -4580 0. 41 A 18-17 4050 0.98 2- 3 -5454 0. 46 A 17-16 4218 1.00 3- 4 -7538 0. 48 A 16-15 4879 0.73 4- 5 -8629 0. 79 A 15-14 7722 0.83 5- 6 -8629 0. 79 A 14-13 7723 0.83 6- 7 -7534 0. 48 A 13-12 4880 0.73 7- 8 -5455 0. 46 A 12-11 4215 0.95 8- 9 -4580 0. 41 A 11-10 4050 0.94 T 4- I-12 0- 6- 6 MULTIPLE LOADCASES -- This design is the Joint Locations composite result of multiple loadcases. 1) 0- 0- 0 7) 33- 0- 0 13) 26- 6- 0 User defined loadcases have been considered 2) 4- 0-14 8) 35-11- 2 14) 20- 0- 0 in this design. 3) 7- 0- 0 9) 40- 0- 0 15) 13- 6- 0 Bracing Schedule: 4) 13- 6- 0 10) 40- 0- 0 16) 7- 1- 8 Chords Mau O.C. From To 5) 20- 0- 0 11) 35-11- 2 17) 4- 0-14 BC 40.011 0- 8- 0 14- 2- 6 6) 26- 6- 0 12) 32-10- 8 18) 0- 0- 0 BC 48.011 20- 3- 0 27- 4- 0 In -Plant Quality Assurance with Car 1 Bracing shown is for visual purposes only. In -Plant Quality Assurance, per MAX. REACTIONS PER BEARING LOCATION----- sec. 3.2.4 of TPI-1-02, for joint(*): X-Loc BSet Vert Boric Uplift S Type 7 0- 4- 0 1 1760 0 -907 B Pin FORCES (lb) - Maas Compression/Max Tension 39- 8- 0 1 1760 0 -907 B H Roll TOP CHORD 1-2=-4580/2108,2-3=-5454/2404, PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-4=-7538/3179,4-5=-8629/3571,5-6=-8629/3571, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 6-7=-7534/3177,7-8=-5455/2404,8-9=-4580/2108, 17- 2 -402 0. 07 C 14- 6 948 0.20 CBOT CHORD 18-17--1797/4050,17-16=-1871/4218, 2-16 869 0. 28 C 6-13 -548 0.10 C 16-15=-1966/4879,15-14=-3057/7722, 16- 3 1336 0. 43 C 13- 7 2756 0.71 C14-13=-3057/7723,13-12=-1967/4880, 3-15 2761 0. 68 C 7-12 1336 0.43 C 12-11=-1870/4215,11-10=-1797/4050, is- 4 -546 0. 10 C 12- 8 872 0.28 C Webs 17-2=-402/255,2-16=-207/869, 4-14 948 0. 20 C 8-11 -400 0.07 C 16-3=-532/1336,3-15=-1015/2761,15-4=-546/396, 14- 5 -292 0. 06 C 4-14--291/948,14-5=-292/246,14-6=-291/948, GLOBAL MAX DEFLECTIONS--------- 6- 13=-548/397,13-7=-1013/2756,7-12=-532/1336, LL TL 12-8=- 209/872,8-11=-400/255, in./Ratio in./Ratio Jnt(a). I.Span-0.94/ 496-1.84/251 5 Boric. 0.35 0. 69 NA Max DL Deflection L/ 510 = -0.91 Long term deflection factor = 1.50 7-0-0 26- 0-0 7-0-0 1 2 3 4 5 6 7 8 9 6.00 Face = 0- 2- 8 14-2-6 0 8 1760N 8. 00" 1, 7-1-8 Rb- 3- 9) COSMETIC PLATES (4)3X6 ( 48)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: L a ro ndaSystemsBracingshornanthisdrapingseraerectionbradnyusedbracing, pedal bracing a simbr brcing ufucb is a part of The building design sad much tam cbe considered b) thebuilding designer. Bracing shams is fin lateral support of tans m®bers my to redruce EorYling lrngh. Prrn;siom mint be made to anchor Uwal bracing at ends and spedBed hoc uon des rmuused b) the building deeper Additional brrciurg of the aenll structure may be required (Son HIB-91 of TPU For specific ttm tracing regmemmst contact building dmgner.(Trun Place Inaitrne, TPI is load at 333 4005 MARONDA WAY DID -fro D-e. Madsen, Witanuus 53719). Sanford, FL. 32771 Cohnpa®t Fapuaasng W. Truss Engineering Co. P A. 119 Soundstti PA Fhmon, NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050060 367 Medsmon FL Chutuota, FL 32766 6.00 T 0-6- 6 4- 0- 6 f I 12-8-0 Face =0- 2-8 8-0 1760H 8.00" Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 9) Scale = 0.1585 WO: COVX4 TI: HS7 7/ 22/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 60749 I I I Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:HSGRDI Qty:3 DESIGN INFORNIATION This design a for an ind-dual builNnj , and has bear bawd on ioformnioo pmided by the diem. The deager drr5aitna ay respo®Mhty for darns. as result of fadly or incorrect informdam, spcifiaiom and/or designs tarnished to the trust designer try the dent and the mrtmness or accuracy of tba information as it 1 relare to pmfic projeo and accepts on respowbrby or ecnctsa on control with regard to blariauon. handling. shipmarr and installation of wtael This trim has b® designed n an ind idoal building cm ooem m accordance with ANSVMI 1.1995 and NDS-97 to be incorporated as part of the building design by a Smldtos Designs When micised Ibr apfnmwl by the btuhdmg designer. the design Imdtnss shorn anal be check to be sure that the data shorn are to agecmnu th the local holding Ades. local dimdic r®r . fa rand or wow lords. project spedfiatiom or spend applied bads Unlm shown truss has era her deaged for storage or oaup wx) loads. The design assum. ampr®m chat& (top a halt=) are anti` rs" booed by sheathing unlm othemis specified When boilers chords in tenors, are not full) braced laterall) lit pmptrl) wpl rigid awes, tbq Would be braard d a rmndmmn spacing of 10'-0' a c. Connector plain shall be manufactured front 20 pose ha dipped ph -ad steel mmmg ASTM A 655, Grade 40. unlm abowise saran. FABRICATION NOTES Pm in f Hestia oq the fdnnartor shall mica that drawing to %V16' that this darning is in oador®car ulth the hMators plans and to matt a armte-ing respws,brbiy for such ssxnficanon. AnD discrepancies an, to be pa io waiting b fl arcing or fahriaoon plain shall rat be installed oser knothole, knots or distorted gain. Meriden shall he an for light fining wend to wood beanvns. Connector plates stall be located an bob fain of the truss with mails rally imbedded and stall be s)m. oboe the jam unless othowix shown A 5c4 plde is V ode x 40long. A 6d plate is 6' wide s a' hors. Sias (boles) run pormlel to the plate lengh specified Double cw an oeb mtm. dull in= in the centrad of the reps -mess a craisc sboan. Connor plate sins are inimrmnm am b.•ts I an the forces shorn and may road to be rnvcnsd for ovum handling and/or ermioo messes This truss is oat to be fabricated oath fine retardant uarrd timber unless aherave shouer. For additional information an Quaay Control ref. to ANSVIPI 1- 1995 PRECAUTIONARY NOTES All bracing and erection -racaddioos ere in be folhoned to accordance nsth accepted industry pubbcatnm Trusses are to he h-W usth particular are daring handing and bandl-1, dcthwy and installation to mold davuse. Temporary and per msem bracing fm holding ouster; in a straight and plumb position and for resisting lateral force shall be designed andustatkd by a errs Cardin handling Is essumd and erectuar bracing is dna)a required Nonod Prtamioomy action for misses rapdrn Rich terepanu) bmdns during re•n.,. rw beruea trusses to noid toppling real doraionirt& The agenisian of traction of truss. shall be ad. the antcm of p.srts eq-..d m We e•n,,:. I of trteacs Prof-ral .&ice shall be an& J rcded Cowenrnuoo of eantructror loads Pena than the dip lads shall nor be applyd to misses in any dale. No kinds other than the nosh of We erection shall be applied to tru® until alter all 11- as and bracing is TC: 2x 6 SP #1 D 2x 8 SP 41 D 3- 6,6- 8 BC: 2x 6 SP #1 D 2x 8 SP #1 D 16-18,14-16,13-14 Wei: 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. 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 - 10130 0.24 A 20-19 8949 0.50 2- 3 - 12838 0.26 A 19-18 9440 0.51 3- 4 - 17186 0.16 A 18-17 12269 0.41 4- 5 - 20309 0.21 A 17-16 17671 0.59 5- 6 - 20443 0.20 A 16-15 20501 0.65 6- 7 - 20443 0.21 A 15-14 17701 0.58 7- 8 - 17223 0.16 A 14-13 12266 0.41 8- 9 - 12839 0.26 A 13-12 9427 0.51 9-10 - 10129 0.24 A 12-11 8948 0.50 3 PLYS REQUIRED Lineal Footage = 248 T - 4- 1- 12 0- 6- 6 1f Face = 0- 2- 8 Unbalanced load case(a) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. This 3- PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WDALod per ASCE 7-02, CiC, V= 125mph, H= 15. 0 ft, I- 1.00, Exp.Cat. B, ICzt- 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 3637 0 -1390 B Pin 39- 8- 0 1 3637 0 -1344 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compreasion/Max Tension TOP CHORD 1-2=-10130/3416,2-3=-12838/4063, 3-4=- 17186/5503,4-5=-20309/6509, 5-6=- 20443/6548,6-7=-20443/6548, 7-8=- 17223/5516,8-9=-12839/4063, 9-10=- 10129/3416, HOT CHORD 20-19=-2999/8949,19-18=-3114/9440, 18-17=- 3783/12269,17-16=-5551/17671, 16-15=- 6459/20501,15-14=-5561/17701, 14-13=- 3782/12266,13-12=-3111/9427, 12-11=- 2999/8948, Webs 19- 2=-899/260,2-18=-613/2696, 3-18-- 993/3354,3-17=-1697/5177, 17-4=- 1426/460,4-16=-909/2826,16-5=-558/174, 5-15=- 62/24,15-6=-470/145,15-7=-933/2913, 7-14=- 1406/453,14-8=-1710/5218, 13-8=- 991/3348,13-9=-615/2706,9-12=-892/258, joint Locations 1) 0- 0- 0 8) 33- 0- 0 15) 22- 7- 3 2) 4- 0-14 9) 35-11- 2 16) 17- 4-13 3) 7- 0- 0 10) 40- 0- 0 17) 12- 2- 6 4) 12- 2- 6 11) 40- 0- 0 18) 7- 4- 8 5) 17- 4-13 12) 35-11- 2 19) 4- 0-14 6) 22- 7- 3 13) 32- 7- 8 20) 0- 0- 0 7) 27- 9-10 14) 27-11- 6 TOTAL DESIGN LOADS ------------ Uniform PLY From PLF To TC Vert L+D -46 -0-10- 8 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 33- 0- 0 TC Vert L+D -46 33- 0- 0 -46 40-10- 8 BC Vert L+D -40 0- 0- 0 -40 7- 0- 0 BC Vert L+D -87 7- 0- 0 -87 33- 0- 0 BC Vert L+D -40 33- 0- 0 -40 40- 0- 0 Concentrated LBS Location BC Vert L+D -559 7- 0- 0 BC Vert L+D -559 33- 0- 0 WEB. ..FORCE.. CSI. Cr WEB. ..F'ORCE..CSI. 19- 2 - 899 0.05 C 15- 6 -470 0.02 2-18 2696 0.29 C 15- 7 2913 0.31 3-18 3354 0.36 C 7-14 -1406 0.07 3-17 5177 0.55 C 14- 8 5218 0.56 17- 4 - 1426 0.08 C 13- 8 3348 0.36 4-16 2826 0.30 C 13- 9 2706 0.29 16- 5 - 558 0.03 C 9-12 -892 0.05 5-15 - 62 0.00 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span- 0.61/766-1.20/387 15-16 Horiz. 0. 25 0.49 NA Max DL Deflection L/784 = -0.59 Long term deflection factor = 1.50 7-0- 0 26- 0- 0 7- 0-0 1 2 3 4 MU I t5 ip;Plvc78 9 10 6.00 3.00 TO0 3. 00 T 0- 6- 6 4-0-6 t I Face = 0- 2- 8 0-8- 0 0-8-0 3637# 8. 00" 3637# 8.00" 7-4- 8 25- 3- 0 7-4-8 0- 0 8 0 ig 8 17 16 40-0- 0 5 4 3 2 1 10- " 9) 559.8# 1 559.9# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO LMarsonda Systems ERECTING CONTRACTOR. H bra NARKING: Rnadns shown an this drawing u m1 ermwn brsioa annd b,aciny portal bntang a aanhd luaoas nhiea L a inn or the buddras design and whuch ion be cm dcrd b) the building dmgacr. Bracing shorn is fa lateral suppon of nets r bm only m reduce hackling length Pmwous must be made to anchor Load bracing at ends and spmGed banns determtand b5 the bttddng dmsrv. Additional brans of the amR suuct a ma) be required (Sat HB-91 4005 MARONDA WAY oO Ifionns Cnud uotwrngmqusl ag P fT lasur= TPI L bound m513 Sanford, FL. 32771 Component Engineering by Truss Engtmsng Ca. P A. gig So ndsi• a Rd. Ed- NC 27932 407) 32JL-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE es00S0060 367 MedaMon FL Chuhsafq FL 32766 Scale = 0.1547 Eng Job: WO: COVK4 Dwg: TI: HSGRDI Dsgnr:TLY Chk: 7/22/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 osf v4.7.32-60750 I I I Job: COVINGTON K 4 Customer:10@ UPLIFT D.L. WO:COVK4 TI:J Qty:7 DESIGN INFORMATION This design is for on indhcidsul building cootpuncm and has been hand on information psaidrd b) the diem. The desigrc disrlaian) respmmT.lr4 for damage as . reads of faedty, or hnorsett information, rymfiaiom and/ or design furnished to the truss designer by the dress and the rnrmress or amr cy or this infortmlm as it may relate to a specific project and accepts no responsibility in exercises on control n,th regard to nbrrcauon, harm n& shipment and inaallatioa of tnsestes. Thu run has been designed as an indn,doal buildseig component in accordance mth ANSVTPI 1.1995 and NDS- 97 to he incorporated m pan of thebWdsry design by a Building Designer. When reciened for apprmsil b) the building designer. the design loadings shone mom be chcoked to be sure that the data shnuo ate in agrrrsm with the local Wilding codes, bcal dnmstic records for mind or srom boa. prop% speciftatrom or special applied ) cods. Unless drmsR tr%f] has not been designed for storage a oonryancy )ands The dingo assorm cortspessimn chards (top or bdtom) ace continuously braced by shcathing in othn%ise sprifted Where broom chords in s ion are not fully braced WpaLl) b) a popert) applied npd ceihag. they should h broced in maims-- gmng of l(YV o c Comector plain shedl be ousesallacrumal from 20 pup he dipped phammd Wed o: rtnng ASIM A 633. Grade 40. unless oilsnm,se shown FABRICATION NOTES Poor in tabrycation the hbnator aeau mie„ this dr—.% ld —die thinthisd—ig is in cord— unh the fabricators ptam and to slits a canrmung respoouWity for och caiBcatim Any drsQeps000 .a w be pm in %ruing bdoa acting or fabriatm. Plate shall rut be iaaallyd ma kmthole, tuna or distorted grads Members shall he ec for tight fitting wood to wood tearing- Comeeor plate shall h bated on both fain of the rim %,th coils hdly imbedded and shall be s)m abed the Out unless othauix shown A 5,4 plate is 5' wide o 4' 1..& A 6d plate is 6' midc s g' Ind} Slots (hole) ran parallel in the pule )mph spared Double ens m web member] shall ruses at the ammd of the webs --less oth.- ise shoran Connector pule size art minimum sus bssnd ate the forces Nm,v and coal need to be snorusd for oaadn handling and/or aettmo stream This truss is oat to h fabruaucd with fire musidans noted hmber -- lea chemise sbomn. For additional rnformaroo on Quality Control refs to ANSVTPI 1- 1995 PRECAUTIONARY NOTES All brs aeS .oil ermim reammceft m .a to be folbued in accordance ucth gaped toAmr) psbintions Tresses ore so be handled m,th particular core dunng hooding and Wndlmg, dclner) and inaallauon to maid damage Temporary and prnmoau bracing for Whdsna ustssn in a sunigbs and plumb p® tico and for miring Wend form shall be designed and rsstnllcd by ohm CamfW handling a essential and me = bracing is always required Ndamal pseawsomr) scion for trusses requisites such tempora0 brscing danng 11- i on baucen trusses to nod toppling and domiooing. The agescisim of etcsio0 of ur® shall be wider the ensured of persons ecpimenad in the nM+• u+tin of um>ts Profenioud adsice shall be sought if needed Cmoenuxmn of en¢arcam loads grinner than the dingo loads shall not h applied to Unsn at an) time. No lamb other than the %tight of the amens shall be applied to ttmscs oral after W hammg and bracing a weap'. TC: 2x 4 SP e2 BC: 2x 4 SP #2 WB: 2ac 4 SP 12 Unbalanced load case(s) have been checked. Bottom chord live loads baaed on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Analysis based on Simplified Analog Model. All COMPRESSION Chords are aasumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, Hem 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 40.0 ft W= 5.0 ft Truss in INT zone, TCDL= 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--16/53, HOT CHORD 1-3=-2/2, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.19/260 0.19/260 2-1 HOriz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor = 1.50 5- 0-0 6. 00 C/L: 4-I1- 4 112# 1.50" I t 260# 8.00" 103H 1.50" 4 5-0-0 4 3 0- 0-0 t. 5-0-0 RO 11ll) 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 g. WARNING: M a ro nd a System S hown on sthisdoming u ocrtain bracicenmind bracing. pedalbranor mg simnW o bracing uchis a partof The Wilding designand mhicb ®m h comidaed the Auldmg designer. Bstaag shoos is for lateral topped of um otembers only to red= bwkliog length Prm,som sma be made to anchor lateral bracing at ends and spmfied locauom dlo=de d b) the bolding designer. Additional bracing of the mrWI straws coo) be required (Sat HIB-91 ofTPI) For sprm6c truss hewing requirements. contact huldsgg dedgeter.Rmss Pule lnasmc TPI a looted in 313 4005 MARONDA WAY D'cacaofriof7mt.Maatsan. Wisconsin 33719). Sanford, FL. 32771 Compooem Engimenng b)- TrussEngincenag Co.. P.A., tug Sasndssde PA Fdmlon. NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a0050068 267 Med:amon FL Ghlduots, FL 22766 Joint Locations 1) 0- 2- 1 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with CT- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift T Type 0- 4- 0 1 260 200 -452 B Pin 4-11- 4 1 112 154 -295 T Pin 4-11- 4 1 103 0 -75 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 53 0.58 A 1- 3 2 0.43 3-0-6 Over 3 Supports Scale = 0.4256 Eng Job: WO: C0VK4 Dwg: TI: J Dsgnr:TLY Chk: 7/ 22/2006 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- L0X\Work\Jobs\COVK4\COVINGTON K 4\J.prx I I I Job: COVINGTON K 4 Customer:10@ UPLIFT D.L. WO:COVK4 TI:J1 Qty:2 DESIGN INFORMATION Ibis design V far an indhidnal building am , and has bcen Eased on tnformatioo prmided by the dim. The designer donuts, any restiGnilbilit) for damages a a result of &Wry or incorrect informatioo, spmficnams and/or, dcilpn Wmisbed to the true design y the dim and the ctnrcarcss or amrracy of this information n it may relate to a Wax project and accepts no milomiabrhry or esodsa no control x1W regard m Ulmcation. handling ship®1 and iimaBauca of trusses. This aim has been designed as an ind-dual building component in ono . u11h ANSVrFl 1-1995 and NDS-97 to be incorporated a pan of the beuWing design by a Building Designer When mixed for aptimi l by the building designer, the elmp loadings sboan onus be cheated to be sure thin the dale sums. are m agmemem a th We local building codes, lam dimalie records for aim or sou loads, project spneiBadom or special nppld Inds Unless shown truss has not been declined for smisip or ocam aocy loads_ The design assay eompme—chords (mp or baton) are command) brandy shadung unlm ahaisiw specified When broom chords in temain are not fWl) braced hlesWh b) a propel) opplcd rigid ceding, obeydKnW be brad o msionrm spaaog of I V-0' o c.Comoro plate sha11 be rmmrhoumd from 20 pugc let dipped phanind coal mmung ASTM A 653. Grdc 40. unless mherave shame FABRICATION NOTES Prior W Nlinafioo. the natimshallmicrothisdrawingto mnf) than this doming it in conformance with the fabi atofs plan and to malm a amimmng respomtbdrq for such —fication Atq discrep non are m be pm m mntiall E rl rating orfabriasoa Rand shall to be to ral om kmhdes, knou or ddoned gram Members shall be ad for light ftrung mood to good baring. connector plane shall be located on bah 6m of the cuss mitt nails tinny imbedded and shall be q m. about the pint unless atla—ise soon. A 5s4 p6m a 5' aide i 4' lory. A 64 plate n 6' wale., s' Wog. Slou (halo) man parallel or We plate length WwAlled. Doubk ads on orb ozot. shall ram at the amtmd of the urbs in' atheiaise aoowc Connector plae sines are miamor sin based on the form shame and may Deed to be incrra fro certain 6andltng a.W, ammo tame, This truss a one to be fabricated urth rim mu danl treated lumber unless othernise shown For additional information on Quality Control refer to ANSIMI 1.1995 PRECAUTIONARY NOTES Au bracing and cream recommendations an: to be folhi ed in accordance nith acecpeed industry pwbl", na Tnoo- are W be handled nub panialar ae during handing and bundling, de istn and msiallation to void dam, . Temporary and permanent bracing for holding misses in a a ndSW and plumb Politico and fro — s lateral from &hall be designed and installed y Wien. CarefW handling is essmlat and cream bracing is alum, required Norval ptmmm iM sawn fro trssses rcgmres such tcapon9bracing during installation bones trusses to nod toppling and domrmivg. The atperiism of cmam of lama shall be redder Ili, Comm' cif pa]am Crperiomld W the insWhmm of tosses Prof® onal adsim shot be awgW if needed. C®tntioo of comaniettoo lords pater than the deep leads shall 10 be appld to trns=s at sic) time, No Inds Wn than We uoght of the emaon shag be applied m crisis amain a11u all fastening andbracing is can plod TC: 2x 4 SP 92 BC: 2x 4 SP @2 WB: 2x 4 SP #2 Unbalanced load case(s) have been checked. Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 3. 0 ft W= 3.0 ft Truss in END zone, TCDL= 0. 0 psf, BCDL= 0.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Maas Tension TOP CHORD 1-2=-33/ 0, HOT CHORD 1-3=-2/ 2, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span 0.03/949 0.03/949 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1. 50 2-3-2 0-6- 6 4 3- 0-0 6. 00 C/L: 2- 11- 4 67a 1.50" pg q 175M 8.00" 62t1 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 Maronda SysteMS ERECTING CONTRACTOR. BRACING WARNING: Bracing shone onthis rimingn one smarm bracing. and Irtadng, pmW bracung m dmiLr bracing u tact is a Inn of the builGrng dmp and .Arch muu be considered y the building design. Bracing shone n for lateral support of cuss members only to red»& buckling lenpb Provisions osua be trade toWeea anchor l bracing at ads andspcal'i baiom doamimd y the balding designer Additional bracing of the atoll structure ma) be requited (Son HIB-91 4005 MARONDA WAY n`o afm Madisottim requirements, aiman mm g "Imamdt Tvl o located sissy Sanford, FL. 32771 Component Engineering by: Trim Engnwing Co, P.A,, Sig Sounder reS siideside Rd. Edenton, NC 27972 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a005OD6B 367 Med2Mon iL Chaduofaa FL 32766 joint Locations 1) 0- 2- 1 3) 3- 0- 0 2) 3- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Bori: Uplift i Type 0- 4- 0 1 175 126 -318 B Pin 2-11- 4 1 67 98 -182 T Pia 2-11- 4 1 62 0 -46 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -33 0.22 A 1- 3 2 0.16 Attach with (2) 16d Toe -Nails 2- 0-6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.5064 Eng Job: WO: COVK4 Dwg: TI: J1 Dsgnr:TLY Chk: 7/ 22/2006 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- 60667 Design: Matrix Analysis Profile Path: C:\TEE- LOX\Work\Jobe\COVK4\COVINGTON K 4\Jl.prx Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:J2 Qty:2 DESIGN INFORMATION That design is lb, an indis icind building cmoaaem and hn been based m Information prinidrd b) the dcm. The design dsalaims am responsibility for damaps n a m of Ontq in incorrect information, vociras,om and/or deapn fur nisbed in th truss design b) ft dims not the rmrmnrm or mine) of this information as it ma) relate to a specific pmjw and accepts on mspoasrbdiry or cmm ae on commit unh regard in Gbnlation, handling, shi(Ima andIrmallation of trtl;a. Thts truss has been cimped as an indntdual building mkt in assad trice with ANSVIPI 1.1995 and NDS- 97 to be incorporated a part of the buMng dmp b) a Borldiag Designs. Wbea mimed for ppm -W b) We bdldln{ designer. die design lmdmgf shown must be Checked to be sure that the dam churn are in -wm mem nsth the local bmlding codes. local dramatic records for weed or sonm leaft project qpcIcsficinices; or sp=al applied ImdS. Unless shousl trim has not been tlaipnod for storage or occupi cy goods. The design assumes compression dnor I (top or bottom) arc mmlmwsl) brattdb)shealb- a—lessathooisespnar,,d Where bottom eWards in tension art not fdh bracod ba enlly by prop. a) applied rigid cafng, the) should be brand in Is oncimnm spacing of 10'-0' o c Connector plates shall be oumnLnmed from 20 page hot dipped ph -id sled messing ASfM A 652. Grade 40. unless ahernise sbouu FABRICATION NOTES Prior to fabrication. We fibnmtor shall mien this dram ing to sent) that this drawing is In conformance oral the hbrlcatcrs plans and to maha a mmlmong respomlW Iq fro sneb strdiation. An) disrep:mc s; arc m be put in -iiing bdme aura{ a Gbnealsoa Pales shall era be anstalkd nil kmtholm knots or distorted grain Members stroll be a for light filling uood to wood bearing. Connector pales shall be located on both faro of th note wish marls fully imbedded and shall be s) to abom thejoim ualessotherwise shown A 5s4 pale rs 5' uide s 4' lonS. A 6d plme is 6' wide s k' long. Slats (boles) run parallel m tle plate length specified Dade as on rb m®bm shallmen u We ceruroid of the nets unka ahwise shown Connector pale sines are mI.— clan bald m the from shonct and may need to be InerClfnd for ca ma hardhmg and/or amino streaet Thu trim; Is mil to be abnated unh fire resudanl treated lumber wale; eabassise shown Fa ad Laaiw Information m Quality Control re[a to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations; are to be fdbmed m aaordana aaW ttnipted tomtstry pobliaions Tnme lie to be handled nsth paniodu tare dining banding and dnndhng, delner) and installation to nod damage. Tempmvyand permanent bracing for holding mom in a straight and phmb posttmn amid for raising 1- mm forces &boll be designed and Installed b) alma CartM haldhog is essential and smite bracing is alua)s required Normal proaniman anion fro tru;a requires mach temponaq bracing dmiog installation bmceen ursscs to nod toppling and dominvg The slqosisim of c,= m of u® shall be coda the marl of persons in the insullauon of unease Professional mhn dull be soughl if raided. Caoomtaim of construction Inds gran than the dmp Inds shall not be applied to truss at am) tame No loads aher than the wdgbl of the aeaon shall be applied to tna;a um d alto W U—ng and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP 42 WB: 2x 4 SP 42 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. 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. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kz>r 1.0 Bld Type= encl L= 1. 0 ft W= 1.0 ft Truss in END zone, TCDL- 0. 0 paf, BCDL= 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-12/ 0, ROT CHORD 1-3=-2/ 2, TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -12 0.03 A 1- 3 2 0.01 1-0-0 1 2 Unbalanced load case( s) have been checked. oint Locations 1) 0- 2- 1 3) 1- 0- 0 2) 1- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq= 1 MAE. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift S Type 0- 4- 0 1 89 47 -176 B Pin 0-11- 4 1 23 38 -62 T Pin 0-11- 4 1 21 0 -13 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1. 50 6.00 Attach with (2) C/L: 0-11- 4 16d Toe -Nails 23M 1.50" 5x6 1 1-3-2 1-0- 6 0-6- 6 Altai with ( 2) 16d Toe - Nails 1 1- 0-0 1- 0- 0 R0-I1-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO LMaronda SysteMS ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m that Mining; tint ermm bracing, wind btaciag, penal braermg or similar 6radvg which is pan of do bumWmg dmp and which ono be considered b) We bmhbag design. Bracing shown is f= latad mppon of tnm membrn rah to mdom: budWng length Prnisi=e must be made to arch= lateral brawl{ at ems aid specified Inaiom deamimd b) the hulding design. Additional bracing of the nadl sirsrmue ma) be rcgdmd (See RIB-91 of TPI) For specific tram bracing requirements, comnet building desiper (Tons Rau Iastitme. TPI is located at 523 4005 MARONDA WAY DDWrio Dme, Madison, Wisconsin 53719) Sanford, FL. 32771 Componem Eapomtng W. Tram Ecipac n g Co. P.A., gig Samdsnde Rd. Edwoa NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0010050060 367 Medamon FL Chubiot; FL 32746 Over 3 Supports Scale = 0. 7294 Eng Job: WO: COVK4 Dwg: TI: J2 Dsgnr:TLY Chk: 7/22/ 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. 7.32-60668 Design: Matrix Analysis Profile Path: C:\TEE-IAA\Work\Jobe\COVK4\COVINGTON K 4\J2.prx I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:JGRD1 Qty:3 DESIGN INFORMATION This design u for a iodniduul Wilding mrnponeru and hn been bred on information pmidd by the dvm The dmgrrer disclaims am mWormbdity for damges as made or rawly m ixorma information, woifiavorn and/or detigm f rri s6rd to the vats designs by the diem and the corrcanm or amvacy of dvs information n it may .1me to tpenr. prof= and aompv on responsibilit) or aadsea no control with regard to fabnotti n handling, shipment and ina-11-ii , of tics This toss hn been d mpnd n an indnidual building component in atmrdaom nuh ANSVfP1 1.1995 and NDS-97 to be momporaeN a pan of the Molding design by a Building Designer. Wbcm mimed for rpprmal b) the building designer, the design loading that. most be checked to be sate that the data shoon are in apetmrm sith the 10ts1 Molding codes, loot dumauc moods for wind or moo loads, projm R—fleumn or ry cial applied bads Unlm swan rem bra on, bcm designed for amp or ompanc) loads. The deago arsons coomprmioo chords (top w ban=) am commmmtnly braid by shathiog nekss othenve speeified Where bantam chords in IemSiOo am not fully Magid 1atem1) h a properly appl rigid ant the) should be braced n mtvmum spodng of 17a' o c Connai= pWa shall be mwufiaumd front 20 gauge hit dipped gahsnimd and ASTM A 653. Grade 40. unlm oshvnise shorn FABRICATION NOTES Prior in fabr—,t -rote hMsomr sh.0 m.ies this erasing to ovey that thus awning a in confarmnco pith the fabricators pLw and to realmm a continuing responsibility for vch oeriGtsum Any dtatyauda am to be put in %ndng before cwting or fibnotion. Ptata shall not be iamnlled moor knalinl , kwu or dmoned grain. Membets shall be an for tigW Giting svnd to sand bearing Canowor plants shall be looted on huh form of the truss nith atb fully imbodded and shall be a)= aban mhe pion unless ahero= shorn A 5%4 plate is 5- sift x 40 long. A 6d plate u 6' side s g' long. Slots (hoks) tun parallel to the plate length spoeill Double curs on seh membesa shall rem in the cernmid of the ueba unlm o t -eie sbou. Connor plate sizes am m...m. sues based on the foray shoo. and mtend to tebem increased for courn handling and/or eeeseron 9 The; trout is on, to be gOrimtM s.h from retardant treated lumbor tWm ahennse shon. For additional mformssm on QuaWy Control refer to ANSVrPI 1-1995 PRECAUTIONARY NOTES NI bracing W anion nsammendadora are to be folbwcd in acadaoa sub acraPted indusn psbWatiom Ttsmts am to be ham sith panradar rare dung banding and bundling. ddr eiy and irmallanoo to nofd damage. Termpottry and permancm bracing for lclNog trttssts in a atmight and ptomb poatron and for rmstog hand form shall be deigned and inualkd by talam Cardol handling a esnunial and creaioo bradog M alsa)s rerfmmd. Nornul pte nnmary onion for torso requires inch t®poeaq bung dung inuallation beneon tours to n.id toppling and dommnoing. The aipasnion of enesaon tm<un ; thaU be under the control of perms ccpersaurd in the tt.., I of tr S Pruftwoal eco and be aorrgla I na>> ed Cooxounioo of tamumaion Inds gnats than the damgn Inds aludl not be applied to mina at M time No Inds other than due %eight of the creaors shall be applied to tnma until and all f—aing and tracing n compidnd TC: 2: 4 SP R2 BC: 2x 4 SP #2 WE: 2x 4 SP 83 WDG: 2x 4 SP #2 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= 125atph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 20.0 ft W= 7.0 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. GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.33/218 0.33/218 2-1 Boric. -0. 08 -0.15 NA Mate DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 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-Loci BSet Vert Horiz Uplift S Type 0- 5- 11 1 134 225 -521 B Pin 6-10- 14 1 242 0 -253 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 96 0.88 C 4- 3 81 0.55 4.24 Toint Locations 1) 0- 0- 0 3) 7- 0- 2 2) 7- 0- 2 4) 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 -56 7- 0- 2 BC Vert L+D 0 0- 0- 0 -48 7- 0- 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-66/96, HOT CHORD 4-3=0/81, Webs 3- 2=-128/199, WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. 3- 2 199 0.16 C 214 Attach with ( 3) 16d Toe - Nails 2-11- 14 Attach with ( 2) 16d Toe - Nails R 134# 11. 31" 242# 2.50" t, 7- 0-2 L 1- 5-0 Id 7-0-2 , RI- 4- 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 EARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: L orrondaSystemsBrad"`'nonthisdmr"u"0brod°g'a n, portal irmagorsimilubwangulchis pan of the building deep and nhich must be considered b) the building designer. Brrcng ahotm u for lateral utppon of tress D sgnr : TLY Chk : mcombm ono to m broc Mrkling kngtd Prmisetan mum be made to anchor Weird bracing al ends and Woo Wodmn ddenined b) the Wilding deoper. Additional bracing of the merall uruetum ma) be required (See HE13-91 TC Live 16.0 psf of TPH. For apmre rim beaing require—M coulact building designa.(Tma PWe lanmmd at e. TPI islo533TCDead7.0 () Sf 4005 MARONDA WAY DVrnfnDrioe. Mad;„ Wtsoomtn 53719) P Sanford, FL. 32771 Component Eng—o- bS Tom Engio¢riog CO. P.A., Sit Satatmgc• t g Rd Fdonmn, NC 27932 BC Live 10.0 psf 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 BC Dead 10.0 psf 367 Motfamon FL Claduota, FL 32766 TOTAL 43.0 Dsf Scale = 0.4824 WO: COVK4 TI: JGRD1 8/24/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-66702 I I I Job: COVINGTON R 4 Customer:109 UPLIFT D.L. WO:COVX4 TI:JS1 Qty:12 DESIGN INFORMATION This design ts for a indnMml b U g cav,aapmr ad has been based on tedbramme prnided by the dim. The dais= dtaduims M respamblrq for d"', to tall of fnuhq a 1.tntormauon speafeea)ms and/or designs f erceshrd to the traw designer b) the dim and the correctness or lava) of this infornation a it nay Rlate to a epaife pmjm and xstpts W rnpmabili7 a twdsn no control unh regard to Mdatim, haalha& shipment and imallmion of tn®a This ram has been designed is a idaid al balldtag component in until nor unh ANSVfPI 1-I"S tad NDS-97 to be incorporated as pan of the building design by a Building Designer. Whin mimed for appmail by the building designer, the design loading shown rrmp be chided to be sure that the data sbmm ore in agreement unh the lad bai)dmg codes local dinnhc records for wid or - leads, pojm q-fca- or si-al appled loads Unlm sbmu truss has not been designed fa stong or omrpae.3 lads The des p assumes omWs®m chords bop or broom) am Gamine -sly brained by sheathing mlm ahmiw spafid Where balm chords in tmsim am not fdh brad latndl) b) propeay appled ngd mlrng. they shw)d be tread o murmur W-as of 10143' o c Cocamar plate shall be nmonfaeaed tint 20 gauge ha dipped gah2ntecd peel memog ASTM A 653. Grade 40. unless aheristse shown FABRICATION NOTES Pnor m hbnatiat the fabricator Shull min, this dmwrng to %wi) that this dining is to enaforvanec with tic hbrimtofs plans tad to realist a maiming regronsibiltq for stch strifrmthon Atq di>Qeporcies am to be pm in canting befog rating or fuhnamon. Plates shall not be insured my knotholes. knots or amend gain Members shall be rid for tight rating need to uood bearing. Corms a plan shall be located on bah tars of the Crass urth mils rally imbedded and shall be s)m abet the jam odor ahmis shun A 5s4 plate a 5' wide x V bog. A 64 plate is 6' wide s 11' long. Slots (hoes) m parallel to the plate length spcoircd Dank pas on net, combos shall met at the ouaroid of the weys nden altmue sboan Connor pbstc sqe are mdemm din I d on the form sboun and root) need to be t1IerGld for Otsutn hardltng ad/a Cannon gar® This wss a era to be Obricatd math Gm reardaa treated Melba unless otherwise shorn For a itimal infaontrm an Qlallt) Control rdbr to ANSVIPI 1.1993 PRECAUTIONARY NOTES All braong and cream recommendations ore to be fdbnd to acardaat %ilb accepted rnduary patfixteme, Tmasa am to be ladled with pan=du min during handing and budlrng ddr w) and rnsW utim to mid daaage Tcrnporay and permwt bnoag for holding aims to a straight and plumb petition ad fnr resisting lateral form shall be draped ad uvaalkd by ahem Cardal handling is eswaial and errara trying a alu>)s rtqutnd Normal preambmry atmn fm tremn requim such tengncae) bracng &nog installation benmen teases to maid wWtng and eltrmiming. The sopmisionof esetm of trttsse Nallbe der the mmrol of pants csperimord io the ttmalWioo of tresses Professional whim shall be sough tf needed Concentration of comarrcam greater grthan the designbeds shill was be appled to Irt® at ass) Untie. No leads other than the %eight or the crmm shall W applied to tntssa umU Nor all fnaeeias and braong es TC: 2x 4 SP # 2 BC: 2x 6 SP # 2 WB: 2x 4 SP 63 MULTIPLE IaWCASES -- 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=- 295/329,2-3=-234/518, HOT CHORD 1-5=- 33/l2,5-4=-9l/55, Webs 5-2=-111/ 471, WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI 5- 2 471 0. 14 C 4-3-2 0- 6-6 N t Unbalanced load case(s) have been checked. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7- 02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 40.0 ft W= 7.0 ft Trues in INT zone, TCDL= 4.2 pef, BCDL= 6.0 pef Impact Resistant Covering and/ or Glazing Req TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 329 0. 54 A 1- 5 -33 0.64 Cr 2- 3 518 0.20 A 5- 4 -91 0.64 7-0-0 6. 00 3.00 joint Locations 1) 0- 4-13 3) 7- 0- 0 5) 4-10- 1 2) 4-10- 7 4) 7- 0- 0 6) 0- 4-13 User defined loadcases have been considered in this design. In - Plant Quality Assurance with Ccp= 1 MAX. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 449 196 -587 B Pin 6-11- 4 1 116 522 -35 T Pin 6-11- 4 1 228 0 -351 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.32/ xxx 0.08/xxx 5 Horiz. -0.05 -0. 10 NA Max DL Deflection L/ xxx = -0.24 Long term deflection factor = 1.50 C/L: 6-11- 4 116N 1.50" 0- 8-0 449# 8.00" 228# 1.50" 7-0-0 6 5 4 Attach with (4) 16d To T ails 2-5- 6 Attach with (4) 16d Toe -Nails 0- 0 7-0- 0 R0-11-A) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale = 0.4193 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: JS1 FMarondaLSystemjBraingshoamanthis draniegisnorertaimbmagraidbraring. portal bndngoranalarbracingubichisapanelDsr'TLY Chk• 7/22/2006 the broldtng dagn ad b which must be considered b) the mn ldtngdesigner. Bracing showts foMe r al sal ponoftossgn . mmbers on) to Ibrrclhng length Pronsions ram b: made to anchor lateral bmdng to ends ad sped bratam dammined by the bdldmg designer. Additional bracing of the mirthmc smm be ropird (Sae HIB-91 TC Live 16.0 psfLbr DF : 1.25 of TPI) F. Tcarc rms lancing aT immcom con coo bolding dmp..(frtm Plate hwtnue. TPI u heated 0 593 TC Dead 7.0 0 psf Pl t DF : 1.25 4005 MARONDA WAY DDWnoDme. Madeson. Wtsconsin 53719) P Sanford, FL. 32771 Cmpmced Enginmiog b). Truss F +eagFT Co. P A.2I3 Sande Rd, Edema NC 27932 BC Live10.0 psf O.C. : 2- 0- 0 407) 321-OD64 Fax (407) 321- 3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE 0*0050066 BC Dead 10.0 psf Code: FLA 367 ModaMm FL Chuluota. FL 22766 TOTAL 43.0 psf v4 . 7 . 32-60757 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVR4\ COVINGTON 1R 4\JS1.prx I I I Job: COVI14GTON K 4 Customer:10A UPLIFT D.L. WO:COVK4 TI:JS2 Qty:2 DESIGN INFORMATION Thu dmgn is fm an -1—hnl Golding ®pmvn and has ban basil on inform tum pmidd by the chat. The designer dudairm any responatalrO for damages a a result of faulty or mcoam mfmoation. syeufimtimn and/or dagm furnished to the true designer b) the thaw and the Cmrcdeca or accuracy of this iaformatirn a it may rdate to a spa6c gar I and accepts on respo tubdity w e incise on control with rcgmd to fiMration. bandlrog, shrand ;wa•uattoo of messes. Thu truss hn been dcagrd a an idhidml building component in accordanco with ANSVrPI I-1995 and NDS- 97 to be incorporated its pan of the budding design by a RAdrng Designer. Whin miead rm apprussl b) the building desig—, the design lotlinp slonu min he h W to be floe that the data shoran aR in aglCfnCm rah the local bmldmg codes, local di=UC MWrds fm wind or scow lords. projm spearkatsmn or special appiied bads Ualm shone tnm has not been designed for storage or ompas) loads The design assumca compicstanoChords ( top on bmlom) are commuously brand b) charting unlm otberwsse specified. Wbce bosom chords to tensor are cam full) braced GteaDy by Popv7 applied iVd cediL t1w) should be braced WIN imium W mug of l(r-0' o C. Comeaor Plata shall be mmfirnucd fmm 20 gauge but dipped ph%dad sited mmurg ASfM A 657. Grade 40. uulm taher tie shone. FABRICATION NOTES Prim in fabrication, the fnbrsamr shall mxw this dewing to %=Ll thin tbrs drmnog is in confeavonee wltb the labriatofs plain and m realms a aoming r I , 13) for such Ivifuatim Any discrcportda tie to be pm in nntiug before rating or faGsotim. Ruses sball cam be installed my knotholes, knms or distorted grin Members shoal bC ad for tigla fitung wood to wood baring. Connenm plain shall be locarod on both fain at the moss with mils 00q imbedded and shall be qm about the joint unless mhowise shown A 5,4 plate is 5' wide s 4' long. A 64 pinte is 6' wide s g' long. Slurs (boks) sun paalki in the plant kngib sp-Ded Double sus m web mCm. Nall oral at The ¢mlmd of We webs nnlm mhemise shown Cmmedor plate ass are mnimm sias based oo the form shown and may need to be uercnsed for amain handling and/or amioo suesa This tnm is not to be Wiricated with rue retardant ttad hullo unless otbawsse sboru For aftumal information noQtohty Control refs to ANSVM I.1995 PRECAUTIONARY NOTES All bracing ad ammo rmmm®datrons are to be falmwd to accordance with accepted industry publications Teases tie to be hadtd with panialu ae during hadmg and budlin& tkihw) ad inaallaum to a ud damage Temporaq and (asmsnem bnaog for holding teases in straight rid phrmb portion and for rtsisung latW foroa shW be designed and installed q oftm Camful handling Is essemul and emon bracing is alssa)s re(mrd. Nord presamsmary action fm cases requires such temporary bracing during ice +tr_ T•,,.+ bemoanuo:m to nc id toppling and domirein} The wpenisim of emotion dtrrmm sha0 be under the control of priors experienced in the na.u.. i— of urn o..,r .meal ad%= shall be se gln if oedrd. C000mumsm of construction Inds gnn than the design Inds shall to be applied to trusses attim any e. No Inds atha than the waght of the seems stall be applied m urn umil alto all fassmng ad bracing is TC: 2x 4 SP A2 BC: 2x 4 SP 02 WB: 2x 4 SP 83 2x 4 SP 42 0- 0,0- 0 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaea. Shim or wedge if necessary to achieve full bearing. FORCES ( lb) - Max Compression/Mau Tension TOP CHORD 1-2=-206/98, HOT CHORD 1-0=-555/356,0-3=-285/164, Webs 3- 2=-85/565,0-0=-195/18, 1-0=- 226/287, Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for rind. WndLod per ASCE 7-02, CiC, V= 125mph, H- 15. 0 ft, I= 1.00, Exp.Cat. B, Kxtea 1.0 Bld Type= encl L= 40.0 ft W= 6.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..PORCE..CSI. 1- 2 - 206 0.72 A 1- 0 -555 0.37 0- 3 - 285 0.41 WEB. ..PORCE.. CSI. Cr WEB. ..FORCE..CSI 3- 2 565 0.21 C 1- 0 287 0. 7-0- 0 6.00 3.00 0-8- 0I I 342H 8. 00" joint Locations 1) 0- 0- 0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 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 Boriz Uplift Y Type 0- 4- 0 1 342 436 -366 B Pin 6-10- 12 1 288 0 -484 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Cr--------GLOBAL MAX DEFLECTIONS--------- 43 C LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.10/117-0.19/390 3-0 OAAiz. -0. 01 -0.02 NA Max DL Deflection L/156 = -0.09 Long term deflection factor = 1.50 3-1)- 3 2-6- 42-2-6 1 1- 6- 2 1 288N 2. 50" 6-8- 8 t, 4 3 1-0- 0 R0-11- 11) 7-0- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO FMaronda SysteMS ERECTING CONTRACTOR. IcrwmNC WARNING: Bong show m shin droving is cot ercdron bong, will bracing pawl brwng m simrlu foxing nhiW a a pan td the building design ad wiich onus be considered ed b) the building designer. Bracing shorn is for Inew suppcet of truss rnembm -4 to r I GreUng Iagth Rmiaom area be made to anchor buenl bracing in cods and spaifm0 IOa110o delerem b) the Gilding designer Additional bracing of the mvall suocoue oa) be required (Sec 1119-91 4005 MARONDA WAY on Frio MEwen air sl7lv)a lding Mine lmuma T7.1 a mama usg) Sanford, FL. 32771 Component Eoginmiag b). Tom Engineering Co- P A. 318 Smmdade PA Edenmq NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE lWW50066 367 Medamon FL Chutuota, FL 32746 4-0- 6 Scale = 0. 4193 Eng Job: WO: COVK4 Drag: TI: JS2 Dsgnr:TLY Chk: 7/22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 pelf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C.:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\JS2.prx I I IJob: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:JS3 Qty:4 DESIGN INFORMATION This dedp a for an mM,m al building molpoomt and has bsm based on irdi munon pmifd b) the diem. The draper li-Imms are re*aosibwry for mro, as sin of faulty or iolarm information, specification armor dmpn furnished to the trim dcoper q the dilmr and the mrmmness Or Dauer) of this lafomminm as n may roue to a spmfc pmyect and accepts an rlspormbiGq or em masts an control •ith repro to fnhricaLion. handling, shipment and insWlation of try This tans has been designed a an irdnidal building maWov . to aoadaos sub ANSVfPI I.1995 and NDS-97 to be incorporated as peal of the bmld,n- dap b) Hmlmng D..&-. When mimed fm appmal b) the GWdinj chigger. the dmp Imdinp them. man be ch'A to be smr that the dma sho•n:n a,n spmnem nh the local bualdrngcodes. local mnmmic mmrds fa mind or snors lads, pmjm pmDatiom or special appeal moods Unlcia; shome. trim has m been desi Vied for storage or omupanq Inds The drop amain oompmz . dhods imp a batam) are commcamb- bnmd q sbathing unless olhet•ve spmllm Where bottom chords In torsion are not fW]y braced Lmetily by proper) applyd ngid mhn& they should be braced in madman spacing of I(r-0' o c. Comma pWca .hall be manufactured fmm m page M dipped ph—.d peel naming ASIM A 633. Code 40. calm oil-- shorn. FABRICATION NOTES Price In fatrimi, the fibrrcator shall mim this da•, og to rssd) thin this dmting is in rnnformame mild the fibrames plains and 10 maid r a sa o mung rerpomtladio for such ,wnatm Au) ducieparoa are to be pm in •riling before ctmirq or fabriatioa Flores shall m be msW d n= knotholes, knots in dwontd pain. Members sha0 bean for light rating mood to maod hearing. Cmneaor pb ms shall be load on bow fain of the trim miw ads folly imbeddd and roll he s)v about Ibe) oim -I olbem shorn A 5s4 plate u 5' aide s 4' Ice-. A 6d plate a 6' r,de s a' boa-. Slots (holes) arm paalkl m the pWe length specircd Doak as on mcla members shall min at the centroid of the mobs unless otheamix sbo ro. Connector labor sirs are minima sun hosed m the foci shmcn and mat) Dad to be InlrlCn4d fm certain hurdling and/or erection sirmu This areas is m to be Wariciad •iw fire ristardam treated hmber milm nabermi. shomm. For ddmmal iridmms: tY+* on Qaht) Control refer to ANSIMI 1. 1995 PRECAUTIONARY NOTES AlIbmang ad ermim remmmeodilms am m be follomed in accordance •,th a..gmd idrmry prmbatioa. Truro are to be harmed m,w paniadar ctie during badnng ad bmdlrng dclr.. ad mm•m..... to nmid damage Temporary and permarm brad,- for hold,-- trims in a straight and plumb position and lot res—, lateral fixer: shall be designed and installed y others, Carefid handling is elaemlal and ewm- bracing is alma). required Normal ptemmomry arum for tr,mca rrquina such temporary bracing donna m Ilfflim bta•een trusses to noid toppling and domimin& the sopm,isrm of amim of t— wall be order the mmml of pet>aa RperkMCd In the ma-11- tim of Nton6. Professional amim shall be mot d r" AM coommila am of e0mw,aim lord! Pater than the deLp lads shall not he applied to u mD at any time. No Inds other than the •tight of the erectors shall be applied to nines oral alter W fastening and brain- is TC: 2x 4 SP e2 BC: 2x 4 SP 82 WB: 2x 4 SP 42 Unbalanced load case(s) have been checked. 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=-55/0, HOT CHORD 1-0=-321/200,0-3=-22/26, Webs 1- 0=-197/295, 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, CGC, V- 125mph, B= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 40.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 55 0.62 A 1- 0 -321 0.31 0- 3 26 0.27 WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI 1- 0 295 0.38 C 5-0- 0 I 2 6. 00 3.00 joint Locations 1) 0- 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 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 S Type 0- 4- 0 1 253 219 -371 B Pin 4-11- 4 1 109 153 -264 T Pin 4-11- 4 1 108 0 -61 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.03/134-0.06/536 3-0 Horiz. 0. 00 -0.01 NA Max DL Deflection L/178 = -0.03 Long term deflection factor - 1.50 C/L: 4-11-l11ach with (3) 109t1 1. 50' 16d Toe -Nails 1-11- 6 Attach with ( 2) 16d Toe - Nails 0-8- 0 253H 8. 00" 1081t 1.50" 5-0- 0 4 3 y010- 8 5-0-0 IRO11-12) EXCEPT AS SHOWN PLATES ARE 1iTek MT20 Over 3 Supports Scale=0.4534 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BIIACING WARNING: Dwg: TI: JS3 FMaronda Systems Sracingshmmnonthisdan,ngama,onbrain&m,ndbmn&pmWMacinginsimiLvbracingmhichisapanof :TLY Chk: 7/22/2006 the building deep andmhiremostbeconsideredInthebuddindroper. Erring shomm is for Lateral mWori of inns g members mob to toms. dCYhn- Imph. Plnisiom men be made to-1- Ineral bracing in ends and ipmfled locauo-s determined by the bmaia- designer. Amrtional bracing of the maaH racmr am) be required IS= H19-91 TC Live 16.0 psf Lbr DF : 1.25 4005 MARONDA WAY ov i f ant )diilon I ng P me'"'lmr, TPI a I—M n593 TC Dead 7.0 psf Plt DF: 1.25 19) Sanford, FL 32771 Component FmTmm^:b)-Trm Enginmvy Co. P.A. 918 Sa•adiak PA Edenton. NC 27932 O'C'f 2- 0- C 407) 321-OD64 Fax ( 407) 321-3913 BC Live 10.0 psf TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE MM50068 BC Dead 10.0 psf Code: FLA 367 MedaMcn FL Chuhaata, FL 32766 TATaT. Al A roof vA 7 99-AR7 c;o I I I Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:JS4 Qty:4 I DESIGN INFORMATION This design a for an lmdnnidaal baildong inaponnm and hat been based m ,.for == prot ided b) the dim. The dr9gc disdain nog relpowbilip Ibr daougts a result of &WI) or uimrm onformtiah spooriiolions andla design Ihrnshd to the trim da9gea by the dim and the correctness; or ammacy of this lnforernsm a it may rda: to a spmfc proje. and Keep. on responsibility a ea.zisa no control suh regard to fabrication, handdling, shipment and iaaallation W trussm This tnm has beendesigad as an sod -dual building oonporrmt to a®rdanoe pith ANSVIPI 1.1995 and NDS- 97 to be incorporated a pan of the building design b) a Buldrhg Designer When rrnn cod fa apprmal b)' the building desigc. the design Imaanga .hone ram b: dhedied to be erne that the data Shane an, in agreement wth the local building coda, local dime= rcmrd. for n d a iota lead., prnjm .pmfirin a wocaal applied loods. Unless, .boon trim has not been designed fa - on se or oaapanc7 toads The design aswroes mmpressim deeds (lop a bouom) are emio, braced b) shothinSt- aberom specified VA= baton chords to tension ate eat Uy brand lat—H) b) Prop- b applied rigid uriling, the) should be bead al. mavnmom spawn{ of 1 V-0' o c Connccsor plates dull be reannthCturcd from 20 gaup hat Nppral gahsniad and mMang ASTM A 65), Grade 40, nnlm othmi= &boon FABRICATION NOTES Pena in f7brication. the uhhnata &ball nr, a this drantng to %trig that this dmwehg a in eaoformaaa Pith th fabnosoet plans and to roles a mwmuna roponshbi6n fa srch atnfiatim Any ai.vepanda an, to be per in arming hfae tuning or fabnaim Baas shall not be installed ma knotholes. teat or distorted gain Members shall b: m fa ugm fining hood to hood bearing. Conneaa plates shall be loa al m both form of the trim utth nails f dy imbedded and shall be ym about the jmm unless chemise shone. A 5a4 plate a 5' nvk a 4• Nag. A 6d plate it 6' nide .. 9* long. Slats (boo) rat parallel to the plate length spmfkQ Drank ties on neb menders shall meet at the czotroid of rah nehs ualas ah. nm sbonu Cmaaa plate sin an, miarmum seas bold m rah form shone and may need to be hmeasd fat anon handling and/or emcuon stresm This trust a not to be fabricated with fate reurdam treated timber mien othrnnix shone Fa addaimal informalnan on Quduy Control ref. to ANSVIPI 1- 1995 PRECAUTIONARY NOTES All bradn and crrssm reconeencridmms ore to be follood in aavrdana with accept rd irdatry publucauons. Tessa are to be handled north particular cart doing banding and Wod)ins ddnery and installation to ncid damage Temporary and permanent bracing for holding truss in K Might and plumb pootiom and fa raistimi lateral farm shall be designed and installed b) others Candid handling a essential and amino bracing a always regmmd Nomul prmmtomary ad= fa tnesses require such temporaq bracng during wail ua1LL•tlbaiecateasestonodtmpphnganddomimng. The &spaaasioo of erection of unma shall be under tbecanrolof perm in the mstalla w of trusm. Professional adsiae shall be wughr if -tied Conammmimo of memruaioo lomds greater than the design leads dell no be applied to trinsa al" time. No Inds other than the on& of the aCdM shall be amid ro unstea a mil afterold fasmaing ad bradog es TC: 2x 4 SP N2 BC: 23c 4 SP / 2 WB: 2x 4 SP 82 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-- 6/34, HOT CHORD 1-0=- 82/74,0-3=-11/l6, Webs 1-0=-65/ 68, WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI 1- 0 68 0. 13 C 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= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 40.0 ft Wt 3.0 ft Truss 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 34 0. 23 A 1- 0 -82 0.13 0- 3 16 0. 04 Cr --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.05/ 527 0.01/999 2-1 Hozit. 0.00 0. 00 NA Max DL Deflection L/ 702 = -0.04 Long term deflection factor = 1.50 2-3-3 0- 6-6 1 t 3-0- 0 1 2 Unbalanced load case(s) have been checked. joint Locations 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 168 140 -258 B Pin 2-11- 4 1 64 98 -161 T Pia 2-11- 4 1 67 0 -39 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCBEDULE 6.00 C/L: 2-11- 4 Attach with (2) 64M 1.5011 16d Toe -Nails 3.00 0-8- 0 168M 8.00" 67a 1.50" 3-0-0 4 3 r.0- 10- 8 3-0-0 RO-Il-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: LMaronda Systems Bracing Oweonthisdroningisnoterectionbracing. nid bracing, pond bracing or simla bracing o hich is pan of the Wilding dingo had o bier mnsl be considered b) the bedding designer. Brazing shone is for Intend support of trim ben ont) to reduce buckling length Precisions mum be tasde to anchor lateral bracing in ends and spaiGd locations de.taind b) the building designer. Additional Wrong of the invall stnssdue au) he required (Sec RIB-91 W TPI)Tor spectre ohm bnang rquirmm>, tens holding de4ea r. jfnm Plate lasainue. TPI is 1-1-4 at 523 4005 MARONDA WAY DOzar io Driae. Madison, Wismmin 53719) Sanford, FL. 32771 Cor pos e d Engineering W. Trim Engineering Co. P.A. 918 Smndside PA Edenton, NC 27952 407) 32-1-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50068 247 Medotfllon FL CMduota, FL 32766 T 1-5-6 1 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4600 Eng Job: WO: COVK4 Dwg: TI: JS4 Dsgnr: TLY Chk: 7/ 22/2006 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 v4.7.32-60760 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\JS4.prx Job: COVINGTON K 4 Customer:10() UPLIFT D.L. WO:COVK4 TI:JS5 Qty:4 DESIGN INFORMATION This design is for an i d-dual building mtp®t W has been based on sulky nrtioo prmidrd b)• the aim. The de4paa disclaims any respoosthhq for it,— os s nendt rfuthy. inennn....-•,.. rpt••roadfcu, andim designs runisbed m the tnm dmpie q the dial ad the daimnm a aauraq of this ioformmioo as a rev) relate to a tpeafk pro)ea ad accepts ne repomibibry in c¢rdu no mmml pith repel to nbn,,216 . M-11 g, dupment ad mst11,, of toasts Thumtninto been dmgcd as an idnidnl Golding oomponm in amnd=— nnh ANSVIPI 1.1995 and NDS- 97 to be inmrparald as pan of the Golding design by s Building Design Wb= mimtd fa apprmal by the building aedgnor, the itesign lo,dng shown must be cbmkrd to be sae Ihm the data Woven are in apeamm pith the local building oats: local aunauc town& for wind or moo loads. pmjm spoa6cauom in sprcol applied hods. Unless sbowa troy has not been, designed fa storage a omWm,) lands The design asarmn emWresvm cbords (top or bottom) ore mmonaq bead by shatbing uWeu ahassiss spedfm& Wbere bottom chords in, case not IWb brand Glvaly by a psopert) applied rigid mlt.& thq shaded be bnmd in maAatim spacing of I V.0* o c Connor plate shall be nnmfi Lured foam 20 grate but dipped ph2eimd send ircaing ASIM A 653. Grade 40. halm ahauix shone FABRICATION NOTES Prig W faGsotsaa the rubricator shall mien this drama& to rtrif) that this dnassing is in covfamatce with the Dbriau n's plans and to mtfi= a contmdng respmuhltq fa such senrxvwm Any dssacpnocies are to be Pa in anung bdme canting or fibriation. Rate shall not be mstalld ma kmbok& knots or distorted St.". Member shtsld be out fed tight Rlung utid in wood boning Coorcaa pale shall be located on bah fades of the tinnat mth nails fW4 mnhdded and shall be s)m about the join -less othawi: sbm sit A 5x4 pGte u 5' wide x 4' long. A 6%t plate is 6' widest' long Slou (holes) ram ponllei to the prime kngh spxtfrd Double sus on eb -® ben shall inn at the .toad of the webs unless othawi= shone. consonant plate soma tic mimvmm sans based an Lite ram shmo and may oed to be rinsed fa mama bundling andla er tiara mesa Thu vuss is m to be fabricated with foe rmndw tnetted li nba unless mhouve shown. For addnti®1 taf- racism on Qtuliq Comtd rda to ANSUM 1- 1995 PRECAUTIONARY NOTES An bracing oil amm rcmmm=dniom one in be rdimltd in aLWrdaas wdh amptd indLLm)' ptbboatan. 7russe are to be handled with p-titular eue during Fading and btdWig deli-) and imulli Lion to nod denote. Tempaity and pemuaom Fncng for bold— uusscs in a straight ad ph-b portion ad for raining lateral form shag he dmgoed and rn 14-A by other. Carded hamint is canal and e nion braaag is aluti)s requited. Nasal preaaiooary Kamm fa trustees rWuine such tentporar) bring during inmaBation bua.e= tnme to nod toppling and dmuiiuing. The m msum of amtm of uses shag be aria the =moat of persons cxpeeriorrd in the i- tdlwon of uussa Pncfasiooal adnm shall be sought if made& conmauation of m¢annoim loads tinter than the design loads shall wo be applied to none a ts.) time No lands abet than the ueight of the anon shall be apphed to uteistes until a0a all Now, ud liming u mmpletd TC: 2x 4 SP 02 BC: 2x 6 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl I= 40.0 ft W= 1.0 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 0.01/302 0.00/999 2 Boris. 0.00 0.00 NA Max DL Deflection L/403 = -0.01 Long term deflection factor = 1.50 1- 3-3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems I 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE p0050060 367 Medamon FL Chaduoda, FL 32766 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- E- Loc BSet Vert Boris Uplift S Type 0- 4- 0 1 87 56 -91 B Pin 0- 10-12 1 39 0 -118 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE T 0- 6-6 1- 0-0 1 2 6. 00 3. 00 I N 87H 8.00" 39H 2.50" 1- 0-0 4 ' 3 0- 10-8 , 1-0-0 R0- 11-12) joint Locations 1) 0- 0- 0 3) 1- 0- 0 2) 1- 0- 0 4) 0- 0- 0 User defined loadcases have been considered in this design. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-12/0, HOT CHORD 4-3=-30/8, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -12 0.04 A 4- 3 -30 0.05 Attach with (2) 16d Toe -Nails 0- 9-9 0- I1-6 Lttorch with (2) 0-1,V 16d Toe -Nails WAHN1NU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sbowa on this dmdiag u not enenson W,.i.& rind bras.& punts! hosting in similar brodog . htch is pan of the building design and w hich mine be considered b) the building designer Bracing shorn is for Gtenal support of inn mc- bos oab to rd= btcislnng lanph Pnn suns marl be made to archer W,,,W Haring u ends and q=lid locations daamimd b) the balding dmper Additional fixing of the men" structure na) be required (Son HIB-91 of TPI) For spnfc moss bn i g ralinne— , cmua building dmpc (Trim Plate 1.2itae TPI u bated 81593 D' Onaim Dme. Madison. Wumnsin 53719) CooWoo= t Engionring by. Tam Enprcenng Co. P.A . tit io•Msude Rd Eric NC 27932 Scale = 0.8097 Eng Job: WO: COVK4 Dwg: TI: JS5 Dsgnr: TLY Chk: 7/22/2006 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 paf O. C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA I I I Job: COVINGTON R 4 Customer:108 UPLIFT D.L. WO:COVLc4 TI:JSGRD1 Qty:2 DESIGN INFORMATION This design is for an indhidml building oompooem and has been based on rnfamanlm praukd by the client The designer dmbitns any tesponsiltility for damges as a it of faulty or imam infos®tiat, sprafitatimn andla wm u designsfmzhedtheua dmgaer by the d,em and the cormacess or Ktu,x7 of this inlieran im as it rm) reWe m a speafc p,ejea and Keeps no re. ponabda y or exercise m control .nh regard to r tinci,tM handhog. shipment and installation of tnma Thu miss has bxa doigrrd as an iMnidoal building ounipaent in aomrdvne nith ANSI/IPI 1.1993 and NDS- 97 to be tnmrpoated a pan of the building design by a Budding Designer. When mined for appro, W by the building designer. the design loadings shorn must be clocked to be sure that the data sbmn are in agt®em unh the local Golding edm local clbmanc roads for nind or soon Foods project speiGatimu or spend applied loads Uolm Kim n. truss has not been designed for Kior.ge or aaap ncy tonds The design asmms omup® m chords (top or bmom) are camiaaaty bored by sheathing tmlm offimise spxdried. Where broom chords in tension am .a fuy, braid laterally by property applied ngid aal,n& they should be bread an ma _ spacing of Id-0- o e Common plate shall be mawfaaared Gam 20 gnu¢ ho dipped gahtnized Kind cocaft i ASTM A 653. Grade 40. elm oWeruix shown FABRICATION NOTES Prior in fabrication. the fabricator shall mien, this drau, ng to mi4 that this dmuing is in enformaoe nab the bbrators phans and to rahce . com man& responsibility, for such tenGatm Any daaepuodes am to be Put an unung before enung or fabiation Planes shill not he i®allad my mthnlcs hens or citstanM grain Members shill be at for tied fitting mood to need baring. Connector plates stall be loured en both hen of the truss Quit nails fully imbedded and shall be Ky...ban the jam unless otherom shone. A 5s4 plate is 5- nude x 4' long. A 6.g plate is V nide x g' long. Sim (bolo) rim p ralle in the plate length specs . Double ins on ueb mernben shallrum ai the ccoud of t e orbs milm otberutse shone. Caumar plate sines are min in - non bated m the face shorn and may need to be irar»sed fa certain handling and/or cream stresses This Ulna a nor to be fabricated nuth fire resardant treated hi aber mkss ahemae sboue F..dd uc W infonnism on Quality Control refer to ANSV PI 1-1995 PRECAUTIONARY NOTES All bmeng and cream rtwmoeMatimu are in be followed in accord, nee unh Keep cd tndielary, publ,ortms Tames are to be handled nub particular cue during banding W bundlin& d dner) W uinallarion in aneid dareagc Temporu) and perm, brac.g for holing trusses in straigtr and phmb position and for resisting lateral forty shall be designed and installed by ahcs Careful handling is menttal and cream tracing is allays required Normal pt Krim for trusses taciturn such tmgrorm bracing during umallatm beweeo trusses to mxu l toppling and domimn{. The supmn of Beam of tncnso shall be traderabe talmml of Pemm in the imK1 1-1, on of tr t Professional .dtia shall be sougm if oeedcd. Canamu. uon of construction Inds greater than the design Ioods shad not be appled to teases in any time No bads other Khan the neighi of the canon all be applied to mine until after all tinaning and hiring a TC: 2x 4 SP #2 BC: 2x 4 SP N2 WB: 2x 4 SP #3 2x 4 SP 82 0- 0 2x 6 SP 02 0- 0 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Shim or wedge if necessary to achieve full bearing. User defined loadcases have been considered in this design. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift S Type 0- 5-11 1 268 308 -566 B Pin 9- 5- 5 1 457 0 -351 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jot(s). I.Span-0. 18/572-0.35/289 4-1 Horiz. -0.01 - 0.02 NA Max DL Deflection L/586 - -0.11 Long term deflection factor = 1.50 9-Ku- 0 1 2 3 4-3-7 0-6-2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. This hip jack truss has been designed to carry open-ended jacks. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 6.6 ft W= 9.4 ft Truss in END zone, TCDLea 4.2 paf, BCDL- 6.0 pelf impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-787/l228,2-3=-207/105, HOT CHORD 1- 4=-1375/791, Webs 2-4=- 602/l275,4-3=-207/494, 0-0=-579/ 223,1-0=-448/160, 4.24 2. 12 268# 11.31" joint Locatioaa 1) 0- 0- 0 3) 9- 4- 8 5) 0- 0- 0 2) 4- B- 4 4) 9- 4- 8 TOTAL DESIGN LOADS ------------ Uniform PLF From PLP To TC Vert L+ D -11 -1- 6- 2 0 0- 0- 0 TC Vert L+ D 0 0- 0- 0 -83 9- 4- 8 BC Vert L+ D 0 0- 0- 0 -72 9- 4- 8 In -Plant Quality Assurance with CT- 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(s): 4 TC. ..FORCE.. CSI. Cr 1- 2 1228 0.52 C 2- 3 -207 0.34 C WEB. ..FORCE..CSI. Cr 2- 4 1275 0.38 C 4- 3 494 0.16 C 457# 2.50" 9-4-8 , 5 4 9- 4-8 R1-6-0) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems thetIdiomBracingshownm this daring is oat cwion timing, wind baring, portal bracing a similar bracng nhch is a pan of design and whch rum considered n be eide edbythebuildingdesigner, Bracing Kim. a for intend su ppon of use members only to rr I buck' ng length Pnnatm s ® be made to anchor latestl bracing at ends and sp=fied loalions determined by the building designer. Additional bracing of the mrnll structure ma) be required (See HIB-91 of TPI) For speefc truss bracing requirements. comae Wilding desagrer. firm Plate Institute, TPI is looted at 593 4005 MARONDA WAY D'Omfrio Drite hfadam . Weavns,n 53719) Sanford, FL. 32771 Component Engineering by: Tress Engineering Co.. P.A . 911 Sounds de Rd. Ederam NC 27932 407) 321-OD64 Fax(407)321-3913 TOMAS PONCE P. E. LICENSE POOSM66 367 MedaMon PL Chuhaot2, FL 32744 BC. ..FORCE..CSI. 1- 4 -1375 0.60 WEB. ..FORCE..CSI. 1- 0 -448 0.17 4-2-0 Scale = 0.3758 Eng Job: WO: COVR4 Dwg: TI: JSGRDI Dsgnr:TLY Chk: 8/31/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 10. 0 psf Code: FLA l Job: COVINGTON R 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:MHGRD3 Qty:l 1 DESIGN INFORMATION This design is for an nndnidual butting compoow sod has been basin on mfmmatiaa paided b) the client. The designer dosd-any r 7for damage era result of ladq or incorrect inforwtion. spcifaations and/or designs Ibruishra to the truss designer b) the diem and tb correctness or accuacas ofthisinformationit troy relate to a speafic pv)m and maepu r» responsibilit) or cccrdsea no cannot utth regard to fabrication. housing, shipment Rod Imo,"mi,.. ortnosse. Thu tr® hn been designed as an indncthul building emlponcru in accordance with ANSVTFI 1-1995 and NDS- 97 to be incorporated as pan of the building design by a Building Despot. Wben miend for appnxsl by the building designer. the design loadings shown m® be checked to be sure that the dais shoos me in agsoctnent with the local building sodabat dim- reatds fin wit or mow Iooda. project rymfiotiom or special applied load unless shown, tins bn oa b® designed for storage or co rpanc) loots T , design asstma compression roads ( top at bottom) are Comtononsty band to, dholhing mdea otherwise specified Where bottom eI I in emvm Rre m ihB) braced laterally by prupery applied rigid ailing, they should be brand m a maden msporing ofI V-0' to cConnector plea shall be onmdaamed from 20 Pope hot dipped ph -ad steel mrafag ASTM A 653. Curie m0, unless ahem: sbown FABRICATION NOTES Prior to Abricauce the Itlanc lor shall miens• this dressing to wiry that this doming a in anformtna ntth We fabriames plans and to reshm a commung mWoositalu) for eeh svifiot®. AM dnsvcp:tooa are, to be pm in riling before arcing or Lsbricatm Plata shmB net be insw"m mer knotholes. Wets or dssmned gains Members shall be m nor uyu Bating mood to need barung. Cmornor plates shall be loco ne bah eras d the term with nails fully imbedded and shall be s)a.. about the jointunless oLlic- shown A 3%4 pl= is 3' wide x 4' king. A 64 ptale u 6' wide c g' Yang Sou (bola) rut parallel to the plate Imph specified. Double ems on web members dhall rmci at the omtmi0 of the web udm oLloc se shoua Connector plate sim me minimum rim based on the forces shown and ma) need to be inaessrd for ceemn handling andfor maim straws This truss is not to be fabricated utlb Bee remdam waned lumber wtas ahennse then For additional teformmtow ne Q du) Control rcfer in ANSVIPI 1-1993 PRECAUTIONARY NOTES All brxin Rut ermum rmaa®datiom are to be folbwed in accord, with Reaped industry publications Trusses are to be handled with yniculu care chump banding and b ndliny delnery and ins'ub"ion to paid dam. Tannporuy and perm usew bracing for holding usrsm in a straight and plumb position and for reusoog lateral fortes shall be designed and -11M b) athas Candied handling a medal and easlioo bracing is alua) s required. Normal prmmimvy oaioo for utases requires rich temporary bracing doing installation bcmeen trusses to nand toppling and dminc ing. The stipasisim of erection d trnmo shall be vader the mind of pssom eVaiaad in the installation of muses Prafesaooal ding shall be songld if needed. Cam>awion of Construction lads grata than the design 1mh shall m be applied to trtma at any time No Mond$ other rim the weight of the -t shall be applid to times "" alter all fastening and bracing is TC: 2x 4 SP $ 2 BC: 2x 4 SP 41 D WB: 2x 4 SP $ 3 WDG: 2x 4 SP @2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaee. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This 1-PLY Hip Master designed to carry 51 0" open jacks ( no webs) across center and Hip Jack Truss framed to BC In -Plant Quality Assurance with CcrI In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 1,4,8 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-2253/ 678,2-3=-2024/565, 3-4=-2454/673,4- 5=0/59, HOT CHORD 9-8=-557/ l946,8-7=-7S4/2544, 7-6=-598/1843, Webs 2-8=-78/796, 8-3=-608/256, 3-7 134/164,7- 4=-112/907,4-6=-2134/692, 6-5=-158/100, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.19/999- 0.38/594 7-8 Boric. -0.04 -0.08 NA Max DL Deflection L/999 = - 0.19 Long term deflection factor = 1. 50 3-3-3 0-6- 6 1 t 11 or (I: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/ or fabrication documentation. Right End vertical designed for wind. User defined loadcases have been considered in this design. WndLod per ASCE 7-02, CiC, Ves 125mph, Be: 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 58. 0 ft W= 19.7 ft Truss in INT zone, TCDL= 4. 2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 4- 6 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 141-01' oint Locations 1) 0- 0- 0 4) 14- 9- 5 7) 12- 4- 0 2) 5- 0- 0 5) 19- 8- 0 8) 5- 0- 0 3) 9-10-11 6) 19- e- 0 9) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLY To TC Vert L+D -46 - 0-10- 8 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 19- 8- 0 BC Vert L+D -40 0- 0- 0 -40 5- 0- 0 BC Vert L+D -67 5- 0- 0 -67 19- 8- 0 Concentrated LBS Location BC Vert L+D -255 5- 0- 0 trAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift i Type 0- 4- 0 1 1407 - 117 -436 B Pin 19- 6- 0 1 1434 0 -434 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI.'Cr ..BC. .. FORCE..CSI. 1- 2 -2253 0.62 C 9- 8 1946 0.78 2- 3 -2024 0.41 C 8- 7 2544 0.94 3- 4 -2454 0.40 C 7- 6 1843 0.84 4- 5 59 0.33 C WEB. ..FORCE..CSI. Cr WEB. .. FORCE..CSI. 2- 8 796 0.26 C 7- 4 907 0.29 8- 3 -608 0.34 C 4- 6 -2134 0.45 3- 7 164 0.05 C 6- 5 -158 0.13 5-0-0 14-8- 0 1 2 3 4 5 6.00 JA7 6x8 JAV 1407N 8. 00" 19-8- 0 9 8 A0-8 19- 8-0 110-11-12) Y 255. 3t1 EXCEPT AS SHOWN PLATES AREMiTekMT20WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro n d a Systems Bracing d ma on this dmmg is m anion bncin& wind bnmo& postal bracing or similar bracing wbicb 6 a pint of the building design mad which trot be aysidemil b1 the building designer Bracing shoum a for him l support oftrm member aaq to reduce buckling knph Psmssmm min be made to snunLor lateral bracing at ends and spedCud locauam determined by the building designer. Additional bracing of the mesmll structure min) be required (See HlB-91 nfTPI).For spark tins bracing rapremmts craw bolding designer (Timis Rau Instume, TPI is located at 533 4005 MARONDA WAY DbmfrioDme.Madmen. Wr in51719) Sanford, FL. 32771 Component Engncering by. Truss Engineering Co. P A., LIL Soundside R4 Felemm. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4WOOSM613 367 Med21flon FL Chuhaota. FL 32744 1 2-10- 3 3- 0- 6 A 1434H 4.00" Scale = 0. 3058 Eng Job: WO: COVR4 Dwg: TI: MHGRDI Dsgnr:TLY Chk: 7/22/ 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 Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:S1 Qty:5 DESIGN INFORMATION TC: 2x 6 SP N2 MULTIPLE LOADCASES -- This design is the joint Locations Thu design is ra an-ifit. W building onorpomou and BC: 2x 6 SP #1 D composite result of multiple loadcases. 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 bra been tened mormaiion presided by the chat.The 2x 6 SP #2 8- 9,7- 8,6- 7 User defined loadcases have been considered 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 d,MS=msdamiany responsibility for d-peur WE: 2x 4 SP 63 in thin ea design. 3) 20- 0- 0 7) 29- 5- 2 rmllm(nilga mmwinfor®tiutspmGatiom anyadesigns nunueoeuthe U> desiycey.wedm 2se 4 SP 02 2- 8,4- 8,0- 0 Bracing Schedule: 4) 29- 5- 2 8) 20- 0- 0 and the earcanessaomux7• ofthis amumnit All COMPRESSION Chords are assumed to be Chords Max O.C. From To In -Plant Quality Assurance with Cq= 1 ma) rmue to a static popes ad accepts no continuously braced unless noted otherwise. BC 48.0" 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per rspunihtl'gor"=a' emam'mwithregard in WndLod per ASCE 7-02, CiC, V= 125mph, Webs Brace Pt Joint to Joint sec. 3.2.4 of TPI-1-02, for joint(a) : kabinciThisLroahr°m'na`mpma' wr°salt"Ibaldn Thu Ism tam hendesignednanimdnahralbaldingH= 15.0 ft, I= 1.00, Cat. B, Kct= 1.0 ExP 1/2 2- 8,4- 8 3 ampoeeminsee.,&= ullANSVrpl1-1995rm Bld Type= encl L= 58.0 ft W= 40.0 ft Truss Bracing shown is for visual purposes only. MAX. REACTIONS PER BEARING LOCATION ----- NDS-97 to be incorporated as pin of theb,ilNngdm,gn in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Continous lateral bracing attached to X-Loc BSet Vert Horiz Uplift T Type yaH-Wing Designer. when mimed for appwal b) Impact Resistant Covering and/or Glazing Req either edge of web(s) shown OR a T-brace, 0- 4- 0 1 1761 0 -819 B Pin the designer.design chectcdtobeuuetmttleatusmunueinrp® cu FORCES (lb) - Max Co ression/Max Tension nailed flat to edge of web with 3"x 0.120" 39- 8- 0 1 1761 0 -819 B 8 Roll wimwelaalbuildingcodes. toolclrmucraamra TOP CHORD 1-2=-5232/2045,2-3=-3714/1493, naila spaced 8" o.e. T-brace must extend PROVIDE UPLIFT CONNECTION PER SCHEDULE n;masanlmds.pmjmspmltauomorspeam 3-4=- 3714/1493,4-5=-5231/2045, at least 90% of web length and be same TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. applied loadsummshouatrues bssone been designed HOT CHORD 10-9=-1723/4756,9-8=-1711/4750, size, species, and grade as web. 1- 2 5232 0.52 A 10- 9 4756 0.78 fO1°O1p0roectip-) loods. The design edemas (top a batam) art:8- 7=-1711/4748,7-6= ao>premoo amimortsly 1723/4755, required on an 2x6 T-Brace re ired webover14'-0". Y 2- 3 3714 0.51A 9- 8 4750 0.89 brrzdbydmshinjon) oterutsnspmfhe where Webs 9-2= 0/334,2-8=-1325/702, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 3- 4 3714 0.51 A 8- 7 4748 0.06 bmtan chords in tnmon are not MI) braced utemly by a 8-3=-880/2801,8-4=-1324/702,4-7=0/335, 9- 2 334 0.11 C 8- 4 -1324 0.85 C 4- 5 5231 0.52 A 7- 6 4755 1.00 propctyrpp'eerigid-fig theysba'labem'ado' r GLOBAL MAX DEFLECTIONS--------- 2- 8 -1325 0.85 C 4- 7 335 0.11 C spacing spacing or 101J0' a c. Connectorpain Wall he LL TL 8 - 3 2 H 01 0 90 C claral.. ned fran 20 gouge boadippedgahamzedandminingASTMA653.Grade JO.tmlmabmwisshoon in./ Ratio in./Ratio Jnt(a). I.Span-0.53/876-1. 04/444 7-8 FABRICATION NOTES Horiz. 0.34 0. 66 NA Prior mfaanctiacthat, mbriosashall ro"this Max DL Deflection L/901 = -0.51 drawing to svih• that this dratttwg u in confore a ce otw Long term deflection factor in 1.50 the frb,ratoes plain and torcwm a cmmimung 20-0-0 20-0-0 raponaEWq for mce staiL . A.• dimep=ia are to be pill in %tiling before paling m fnbriation Win 1 2 3 Wall as be installed my koaMlm knots or distorted45grain, Members shall be cis for tight fitting wood to wood hearing. Connector plates Wail be looted no bah fen of 6.00 6.00 The trim null nails rmq ,mbdded and shall be s),n Wert we jointra adios a sbown. A 5<J paten 5' wide < 6x8 J' brF A 64 pate is 6' wide < to Img. Sloe (holea) run parallel to the plate length specs Double ens on W members shall men at the cmtrmd of the %e6s unl- aeerwite shmtn connect. pine rim are - eras bald on the fear shown and ma) mad to be increased fa cocain handling am7a ereaon tuaso This truss is not to be mbiafed with file retardant tneood lumber unless; aber%ue station For addstioml utfamrtioo on Qumiq coastal refer to AN511"l WO 8x 10 I-1993 PRECAUTIONARY NOTES 10- 7-12 10-6-6 All bracing and incision raosama69pm are to be folloned in aoasdatcs uiw ped acoeinfinity 1 OZ I0 publications Truss are to be hamdledwith particular ass dining handing and bradhoL ddnv) will w ,hj ,.., to nnid clump Tavporary lad pansanco • 4-10-0 basing for hold- tramp in a:,nigh am plumb 0-6- 6 5x8 x 10 8x I0 5x8 0-6-6 position and fir nesfsing lateral iterates shall be designed am insalkd by abers. Carmen handl,ng n essential and erosion bracing is alums rogmmd. Normal precautionary aerlom for unsses requbn arch temporary tracing during installation bmwas to to mold toppleg and 3.00 3.00 daminoing The supeni merectim oftmme; WW be Face = 0- 2- 8 Face = 0- 2- 8 ender tee ttomml m peJsom e<pericotim im the insttioded mtmmelnofcarmi. m;aWaurowtha d Hama coaemrauoo moammaon lauds greater than 0_8_ 8.0wedingoloadssht11mtiapplied totrussesat u0 ume. 14- 2- 6 No loads own than the %tgghi of the emaa<shall be 1761# 8 0"" 9i 1761 H 8.00" applied to wtsn anal after all mstening and bracing u t, 20-0- 0 20-0-0 COSMETIC PL.ATES"112)'SX6) (12)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO FMaronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing shown a wiz drautwg is m erecisom bractvg, wind Warcog, penal braerng m simiLv bracing w hch is a pus m we buildiog design and ahieh ®m be considered b) the hdldmg dmgun &rang shomm is for httoW stqypon m Into member awl) to cadges balding kngtb Pnntswm mast be made w eoolso, lateral bracing at ends and speafied lootima determined b) the bmld,ng designer Additional bracing or we memll stroaore only be regained. (See HM-91 of TPI) For specific truss lotions ngmnemems. contact balding dcogar. ffrm Plane lea ntae. TPI u located at 583 4005 MARONDA WAY DOnofm Drite Madison. wixamn 53719) Sanford, FL. 32771 Compomm EAO= amg b)- Trm Engirt -- Co. P.A, tlt icxnd Rd. Fd ,- NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *00050060 367 Mad:sMon FL Chu)uotar FL 22762 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 = 0.1532 WO: COVK4 TI: S1 7/ 22/2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Deaign: Matrix Analysis Profile Path: C:\TEE- LOK\Work\Jobe\COVK4\ COVINGTON K 4\Sl.prx Job: COVINGTON K 4 Customer:lOtl UPLIFT D.L. WO:COVK4 TI:S1A Qty:2 DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADCASES -- This design is the Joint Locations Th(sdesign isfaranim-halls iding and BC: 2x 6 SP N1 D composite result of multiple loadcases. 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 has beat lined maftsrmatamp,m;dcdb)the diem.The 2x 6 SP A2 8- 9,7- 8,6- 7 User defined loadcases have been considered 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 Ampsadt¢ larnaa0 eeponobilayfor domagn a a WB: 2x 4 SP N3 in this design. gn• 3) 20- 0- 0 7) 29- 5- 2 an6orit-&. lswrseed to use u® desigro b)me cdiat 2x 4 SP 62 2- 8,- 8,0- 0 4 BracingSchedule: 4) 29- 5- 2 8) 20- 0- 0 am the mew® cc or auacyofthis inrotmv;oo no All C@MPRESSION Chords are assumed to be Chords Max O.C. From To In -Plant Quality Assurance with Cq= 1 tear)reWe to. R cslic pmjm ad occios on continuously braced unless noted otherwise. BC 48.0" 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per apommthgorcneimnommraluithngaudw 1° 00. hiwl'ng'`hif loaOf WndLod per ASCE 7-02, CiC, V= 125mph, Webs Brace Pt Joint to Joint sec. 3.2.4 of TPI-1-02, for oint(a) : 3 Thutruss has boas designed a an i nidval boilduy ExPCat. B, Szt H= 15.0 ft, I= 1.00, = 1.0 1/2 2- 8,4- 8 3 component inaomrdariceuithANSVTPII. 1995and Bld Type= encl L= 58.0 ft W= 40.0 ft Truss Bracing shown is for visual purposes only. MAX. REACTIONS PER BEARING L0CATION----- NDS.97m bemrmportedapart offtlaikhngdesto in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Continue lateral bracing attached to E-Loc BSet Vert Horiz Uplift ! Type b) a sunkung Designs. who mind for aw-sil by Impact Resistant Covering and/or Glazing Req either edge of web(a) shown OR a T-brace, 0- 4- 0 1 1761 0 -819 B Pin ft bidd*intobedesignerthe th datanladmp& honvnsum s"ll chafedto bearethantheeaushmnarainagrearcmFORCES (lb) - Max C ression/Max Tension Compression/Max nailedflatto edge of web with 3"x 0.120" 39- 8- 0 1 1761 0 -819 B H Roll snm the loot building adm. local climatic records roe TOP CHORD 1-2=-5232/2045,2-3=-3714/1493, nails spaced 8" o.c. T-brace must extend PROVIDE UPLIFT CONNECTION PER SCHEDULE ind or starin leads. project or special 3-4=-3714/1493,4-5=-5231/2045, at least 90% of web length and be same TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. appl,raLands, unlessshonatrusshas not bear designed ROT CHORD 10-9=-1723/4756,9-8=-1711/4750, size, species, and grade as web. 1- 2 -5232 0.52 A 10- 9 4756 0.78 for enrage or omrgnq lad. The design assum chords (top or bosom) are maumrasty 8-7=-1711/4748,7-6=-1723/4755, 2x6 T-Brace required web over 14'-0". qu on any 2- 3 -3714 0.51 A 9- 8 4750 0.89 bncedbyshshvnmspearrd whore Webs 9-2= 0/334,2-8=-1325/702, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 3- 4 -3714 0.51 A 8- 7 4748 0.86 bottom chordsnnmention are: not fully bracedlataauyb) a 8-3=-880/280118-4=-1324/702,4-7=0/335, 9- 2 334 0.11 C 8- 4 -1324 0.85 C 4- 5 -5231 0.52 A 7- 6 4755 1.00 WWahappl'°dnpdccilin&dw)shou bebm°tdaa GLOBAL MAX DEFLECTIONS--------- 2- 8 -1325 0.85 C 4- 7 335 0.11 C ma,- spaang of 101-0' o c Connector plates shall be LL TL 8- 3 2801 0.90 C manufactured from IO gauge ha dipped phauaA slutA.STM A 653. Grade 40. Hales: awemise shmn in./Ratio in./Ratio Jnt (s) . I.Span-0.53/876-1.04/444 7-8 FABRICATION NOTES Horiz. 0.34 0.66 NA Prior to fnNraum the fabricator shall min this Max DL Deflection L/901 = -0.51 t'a`inilm`a;t)that this enninsainconformanau; w Long term deflection factor 1.50 the fa abrstora plans and toMW- a continuing 20-0-020-0-0 responsibility for such . fiatioo Atp am:rtpaao are to be pal In Writing balm` sating a nhriatim Plates 1 2 ball nod be InSe1IlJ1 mII kodhde. knots a dl9alied 345grain. Members shall be cta for tight fining uond to uood hearing. Connector pales shall be bated on both fins of 6.00 6.00 the titm With nails fall) imbedded and shallberm. about the joint unless OLls se :born. A 5s4 plane is V usede s 6x8 J• long. A 6n8 plate is 6' uide x a' [on& Slots (holes) run parallel to the plate krigh specified Double acts on ueb members shall min an the cmuoid of the uths mlm ral-sat, sham. cucornor plan sins are -- based based on the form Limn and may oral in be ilceaadfor couio handliog ad/m erection stressc This trim is not to be fibriatrd uuh flue readam treated hnmbv unless othmm Limn For additions] inrormaum ns Qalnry Comm) refs m ANSVTPI 8X I 0 8x I0 1_1995 PRECAUTIONARY NOTES 10- 7-12 10-6-6 Ali bracing and aim rcmmmadunm are to be fdlmad in a000rdane, with -W indoor 1000 publication. Truman; are to be handled with panialy during and bundTtt& ddhwy and mcare mbandd rnrtaarydplumbaea 4-10- 0 bracing rm homing u®esin. stra;gh.m plumb 0- 6-6 Sx8 8x10 8x10 0-6-6 postum sad for resisting heal form shall be designed 5x8 otd msalld by otho. Cass] funding is essential ad creambnnng is ahst7s enquired Norma] pro a timaryf 1 action for trusses rcquin a such temporary bracing during insialb, baueen trussesm avid urMlmg and 3.00 3.00 1. dom]tniog. The apex ism ofaeco m ofuusao seal' be Face = 0- 2- 8 Face = 0- 2- 8 une5a the said of persons egxrsenord u We if -k-im of was. Professional ad;a :hang be math f nadrA. Concentration of e»mmntlrao Inds pasta than 0-8-0 0-8-0 the design lada &hall m W applied to tames in time. " 14- 2- 6 No bads dha iban the ncgh of the cansoo shall be 1761 # 8.00 1761 # 8.00" apphed to uussci unul aria all fau-, and bracing is 1, 20- 0-0 t. 20-0-0 ,, COSMETIC PLATE9k'171'9k67 (16)2X4 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 LMaronda Systems ERECTING CONTRACTOR, BRACING WARNING: Dwg: Bearing shorn a Ibis dnnirt o oa axtsid bt any t aid dndng, puns] bang sh similar bnctng l upp ran pan of Ds r : TLY Chk The huddiag M1sgo and nisei ®be aofldnm D, use building drstgm. BracingshoranisforhealmPPanoftrimgIIIdburredbmki4alaiPermsansbe made toarc Inad braong m ends and spmfied TC Live 16 . 0 8 f q building gm. Additional bracing of the mtrall suuclure maybe required (SexHIB-91 P Scale = 0.1532 WO: COVK4 TI: SIA 7/22/2006 Lbr DF: 1.25 Plt DF: 1. 25 O. C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobe\ COVK4\COVINGTON K 4\S1A.orx I I I Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:C0VK4 TI:SiB Qty:2 I DESIGN INFORMATION Thu deep is nor an toolnidrul builr1mg moapmmt sod has, bees based on infer au-m Irmided by the diem The desiper drsclaims M reporad hty far damages a a resoll of rawly a inanea infmvution. rpeoficaniom andla designs Ilwishod to the tam damper q the diem and the aarctoess or aavror of this information n it ma) relate to s specr projtr2 and a ce as a raponabrhry or emdsa a cmlml wlth reprd to fabrlotion, handlm& shipmcm atl i-11m,n of ruses. Thu trtm has been deaped as an ,odssibnl b rldmg cvmpoom in accordance, sith ANSVfPI 1-1995 and NDS-97 to be momporatcd as pan of the building dcsip by a Building Designer. when mind far apprmal by the bmldrog designer. the desip laodiop shoo. mom be ecdked toinbese that the data slatat®m a. e in ay meth the local building codm load climatic rI , fa d or moat loads, , 9m spenftcatims or gieaal applied lands Unless sI mn truce ham been desipod fa aanp: or ""';"M, loads The deep "comer caogreason chords (top or batmo) art mminamy booed by sheathing aokas otherwise "pea . Whc , boa® cbor& in t®m are m IhB) brand laterally by a property applied rigd rating- tbc) should be brad or a imm spacing of l(r-W o c Cmamcsor plan shall be mamfacrsW from 20 gang: bat bppd pl-iad steel mating ASIM A 653, Grtle 40, aka cthetwin shoo.. FABRICATION NOTES Poor to 6brication, the rntriata shall min dus drawing m sirs, ohm this drawing is in andorvunce with the Obuames plant and to mina a cooing-{ responmlWrty rat sort -ficaum Air e;w-...,_..ate to be put in aliting berme tanning or fabricatim Plato shall m be iaaalkd - knotholes. know a dtallned grin. Members shall be cm for ughi fitung wood to wood bearing. Contacts. pLuo dull be located on bah fain of the tnea with nails f tl y imbedded aW gall be s)m about the join roles abar isc shorn A ha plate is 5' wide s 4' Ion& A 64 plate is 6' wide s g' Img. Slats (holes) nut potmtd m the plat= lcaph s amifred Dmble erns m Ch members shall meet to the cemrad of the webs unka atbcnlse rhos. Coma<sna plate siriz are mivimm size based m the rosin sroam and may mad to be iumased fa curtain hadlmg .&. crctioo area This tom a not to be ribricaal wuh foe re ardam used lumber unless, dbmsoc show. For addstioml mforoutim on Qathty Control ceder to ANSVIPI 1-1" 5 PRECAUTIONARY NOTES All bracing sell cream reoommmdasw are to be foBowd m acurdanx -th aooepd imdo9ry psbliations Tmaa are to be hsldkd with Particular Bate drool bind, aW bt dIm& dcI.=) and inaaBaum to noid damage. Temporary andpamaam bracing rat bohimg ruses in a anughi and plumb pcatm ad for rmsung lateral fords shall be designed sad mawled by ahem Carettd handling a essemal atl cream tracing is always rgmimd. Normal prmmiomr action for tnmo rallmto sot temporar bracing doom{ rer•n.,i,.. bcwun uusQa to stud toppling atl domiming The sapenisim of eran)m d tn® shall be under the mmml of person egrrirnad in the imsdianoto of trusses, Prfessi®I tl = shall be caught if aerded Caraatsaim of rffiarodion tads pater than the dmp leads shall ma be appLed to trusses; at any time No toms other than the wcghi of the cater shall be applied to tr® es mil after W faaemng and bramn a TC: 2x 6 SP 82 BC: 2x 6 SP 81 D 2x 6 SP A2 8- 9,7- 8 WB: 2: 4 SP 83 2x 4 SP • 2 2- 8,4- 8,0- 0 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Act= 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Truss in INT cone, 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=-5232/2045,2-3=-3714/1493, 3-4=-3714/ 1493,4-5=-5232/2045, HOT CHORD 10- 9=-1723/4756,9-8--1711/4750, 8-7=-1711/ 4750,7-6=-1723/4756, Webs 9-2= 0/334,2-8=-1326/702, 8-3=-881/ 2802,8-4=-1325/702,4-7-0/334, 10- 7-12 0-6-6 Face = 0- 2- 8 MULTIPLE LOADCASES -- This design is the joint Locations composite result of multiple loadcases. 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 User defined loadcases have been considered 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 in this design. 3) 20- 0- 0 7) 29- 5- 2 Bracing Schedule: 4) 29- 5- 2 8) 20- 0- 0 Chords Max O. C. From To In -Plant Quality Assurance with Cq= 1 BC 48.01, 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per BC 48.0" 29-11- 0 39- 4- 0 sec. 3.2.4 of TPI-1-02, for joint(a): Webs Brace Pt Joint to Joint 3 1/2 2- 8,4- 8 MAX. REACTIONS PER BEARING LOCATION----- Bracingshown is for visual purposes only. X-Loc BSet Vert Boric Uplift Y Type Continua lateral bracing attached to 0- 4- 0 1 1761 0 -819 B Pin either edge of web(s) shown OR a T-brace, 39- 8- 0 1 1761 0 -819 B H Roll nailed flat to edge of web with 3"x 0.12011 PROVIDE UPLIFT CONNECTION PER SCHEDULE nails spaced 8" o.c. T-brace must extend TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. at least 90• of web length and be same 1- 2 -5232 0.52 A 10- 9 4756 0.78 size, species, and grade as web. 2- 3 -3714 0.51 A 9- 8 4750 0.89 2x6 T-Brace required on any web over 14'-0". 3- 4 -3714 0.51 A 8- 7 4750 0.86 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 4- 5 -5232 0.52 A 7- 6 4756 0.78 9- 2 334 0.11 C 8- 4 -1325 OAS C--------GLOBAL MAX DEFLECTIONS--------- 2-8 -1326 0.85 C 4- 7 334 0.11 C LL TL 8- 3 2802 0.90 C in./Ratio in./Ratio Jnt(s). I.Span-0. 52/886-1.03/449 7-8 Boriz. 0.33 0.65 NA Max DL Deflection L/912 = -0.51 Long term deflection factor = 1.50 0 20-0- 0 ,. 6. 00 6x8 6.00 3. 00 1 - 3.00 0-8-0 1761 t 14- 2- 6- 41 20-0- 0 COSMETIC PLATES (MW)( 24)2X4 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. &RACING WARNING: LMaronda S ystemSBrnngsbuw. m that drawing is not eratio s bradng. awd bractmg, portal bracing a sioola bramg wfiic h is a pan of the taddiag ding and a hich ttum be mnadend b3 the husldmS desiper. Bracing sboam is for lateral support of truss members mot) to rebra baWmS length Pmswom min be made to oahm laterd bracing a cads and spm0ed Waciom dcermind b) the bdldmS desiper. Adbtiool bratang of the asap stsoamc ma) be rcgam& (Sec HIB-91 err T1'r Fa spmfic trot bradag regntiterneass, moos bmwmg desipc.Rnm Plate 1®t^"• 7P1 is baud a 5t3 4005 MARONDA WAY DOmfa Dnle, Mabma Wilco an 53719) Sanford, FL. 32771 Comptlerm Fnpeeermg b). Truss Enpneering Co., P.A.. gig Sou»mide PA F,I, o NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE a0050060 367 MedaMon /L 6htlaota6 FL 32766 20- 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 10-6-6 0-6-6 Face =0-2- 8 0-8-0 Scale = 0.1509 WO: COVK4 TI: SIB 7/ 22/2006 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA l- I 'Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:S2 Qty:2 DESIGN INFORMATION This dmpt Is for an Indlsidual building conopnoem and hat been based on infonnnion prmided by the client. The designer duclalms any respnrnsbtht) for damages a a result of Dialry in iBcortm mfamatm spmfieatms sndfor design Vanished to the truss design b) the.Beat and the mnmness or s=rrBcy of this infamiatm a it 013) tdate to sp=ke project Bad accepts no responsibility a erernses on control aith regard to fabrisatm, handling, chi pmem and insullatm of trssan This trust has been de>,gad as an trainldinl boding component in accordance with ANSVIPI 1-1993 and NDS-97 to be incorporated as pan of the Wilding desspt by a Bmldeng Designer. When mined fa appmal by the Wising design. the dmga latdongf shone musibe chakd to be sure that We data shone are to agtmnem with the local building codes, local etimaue records for uwd or scow loads. prca sp=frcotiorn «special applied lodes Unless shoos trass has cot bon de ignod for swag: or orarpaa - Inds. Tho deep assumes compraaon chords (top in bottom) are conuoueassq heirs b) sheathing moss o0creise spe ifed. Where boa omchords in tension are m fully btaccd laic+lb by propah applid rigid mhny they shard be brand in a nmctmum spacing of 101-0' c c Connector plates dull be manufactured frmn 20 gauge lied dipped phwsad seal m= iag ASTM A 633, Grade 40. oaks ahuwis shoos FABRICATION NOTES Pnor to fabrication, the fabnotor shall rci T this dnueng to % ref) thin this dewing is in conformaore cub the fabnutoes plans ad to realha a cat umntng responsibility for such svhVcafioa Any discrepancies are to be pm in unting before acting in hbriation Plates dull m be irmallad as knotholes knots to distorted grain. Members shall be cm for tL& fitting wend to wood bearing. Connector plates shall be locatd on bah fan of the unit nith nails fW4 imbedded and shall be s)an. about the pint unless otleasssse those A 3s4 pine u 3' urde s V Ioni A 6,g plate is 6' .ids s g' long. Slott (boles) rim parallel to to, plate knpb spacified Darbk sus on web member shall meat at the rmuoid of it. webs neck. offs — se shoo.. Connector plate sizes ate mimmnon ism based on the form shown and on) need to be imemd fan certain handling aedla erection stress. This trust is cat to be fibritased with fie tetasdam tears hember unlm othcoisc slim. For additional snfornution on Qualrry Control rda to ANSlff?i 1. 1993 PRECAUTIONARY NOTES All bracing and creation recanroadauons are to be folload to accordance with accept d indmry p lal—iom. T— aro to be handled unb prrtkelar ore during banding and budlirng, ddner) and 11 tin.• to noid damage Temporary and permanent braang for holding ueisse; to a straight and plumb position and fa resiiin g Wend form shall be dmgeed and i—all b) others. Candid handhas is essemW coed erection bracing is always required Nord proctor— ry action for trosm requires such temporary bracing during installation batnesm trusm to nehhd topphng and domiming. The n peeni000 d er=im of us shay be ada the control of person erpuuimerd to the installation of uusses Professional a&= shall be soughl if waded Concentration of wrisiroction leads Brener than the design Wab shall not be applied to trtme at an) time. No Inds other than We ueight of tie emnors shall be applied to trustics mil after W 11—ng and bracing is TC: 2x 6 SP M2 BC: 2x 4 SP 92 WB: 2x 4 SP Q3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= encl L= 66.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 pef, BCDLa 6.0 psf Impact Resistant Covering and/or Glazing Res; GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span-0.08/999-0.15/999 4-5 Horiz. 0.04 0.08 NA Max DL Deflection L/999 = -0.07 Long term deflection factor = 1.50 4- 3-12 0- 6-6 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. MAX. REACTIONS PER BEARING LOCATION----- Z- Loc BSet Vert Boris Uplift i Type 0- 4- 0 1 671 0 -631 B Pin 14- 4- 0 1 671 0 -631 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 803 0.26 C oint Locations 1) 0- 0- 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 In - Plant Quality Assurance with Cq= 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-1301/983,2-3=-1301/983, HOT CHORD 6-5=-733/l160,5-4=-732/ll60, Webs 5-2=-338/803, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1301 0.32 A 6- 5 1160 0.49 2- 3 -1301 0.32 A 5- 4 1160 0.49 7- 4-0 7-4-0 1 2 3 6. 00 5x8 6. 00 3. 00 j Ll00 Face = 0- 2- 8 0- 8-0I I 671 H 8.00" Face= 0-2-8 8- 0 671ft 8.00" 7-4- 0 7-4-0 6 5 4 1-8 14- 8- 0 10- 3- ) ( 0- 3- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: La rondesSystemsBracingshinvonthisdraninga = ctccuon bracing, nind bracing, portal bracing instint W bracing a hich is pert of the bmldung design ad which must be ansidesd b) the burdmg dmper Bracing shonn is for lateral suppon of tons hat ooh to nedocc lacklmg knph. Prosem siotram mante bemade to ha Iar>f bracing at= cods mod spfid to Tpli dnermiad b) the ha tng designer. Additional bracing of the maall s ectare nor) be required (Sec HIB-91 4005 MARONDA WAY DOoofrio DFor fMadison. Wisconsin53771en9)a contact holding designer (ism Plate Instrtn S 17I is located atSg3 Sanford, FL. 32771 Component pn_ g_ntarng by. Trios EngiaeniogCo.• P.A, gig Sound»de Rd. Edenton. NC 27932 407) 3ZI-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE rw005OD66 367 Medamon FL Chuhrota. FL 22760 Scale = 0.3891 Eng Job: WO: COVK4 Dwg: TI: S2 Dsgnr:TLY Chk: 7/22/ 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. 7.32-62186 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobe\COVX4\COVINGTON X 4\S2.prx I I ' Job: COVINGTON K 4 Customer:1011 UPLIFT D.L. WO:COVK4 TI:S2S Qty:S DESIGN INFORMATION This dmp is fa an indi%idual banding tnutpooeto and hn betin based on Informaton presided b) the drat. 7be desipe dnda,ats ay report;ibiliq• for dawga a result of fndty to incorred infttmitkn qiec llci nmu W/or desips furnished to the trim desipr by the dim and the mtrmms or accuracy of this informanoo n it tiny mbde to Wocifc pmjm and arapis on respons.. hit w contain on control onh regard to bbricum haam,et sbrpmeat ad tnsaltaion of tttnm. Tbis titm bn ban desipcd in an irdnidoal brnWny cornponat in aoordana %ub ANSYMI 1-1995 ad NDS-97 to be incorporated a pan of th building dmp by Budding Dmpa. Wba mxved fa oppraal by the balding dmp=. the dt dp londiap shown must be chock to be sere this lbe duo sbown are in agtc®m nub the local building cod=, local diatonic r®rds far nitd a smv hffi. prof spoca6t2l,on orsyaul applied loads. Unka shoaTM snit bn not ban desiprd for song a oaapancy loads. The desip anuan conrpreaim chords (top a bottom) are comiatrorny broad b) sh—hiq anlm otherwise q=r d. Wbem bottom chords at tear are om fdl) broad bu-") by Pam' NNE rigid mlirtg, they should be broad At maumuat sparing of I0-0' o.c. Connector plate shall be wmtficturrd flan, 20 pup: bat dipped gahaniad sod mmtng ASTM A 653. Grde 40. udns otb—ix shorn. FABRICATION NOTES Prior to fabrimtiu4 the fabrrcatm WWI mien this droning to sail) thin Nis droning is ,n conforatana unh Ne fibrualofs plus ad to retlin a emaininng responibilit) for inch %=rwation. Any d,s=cporo= are to be Pin in oTitioj befom coming or fabrication. Rua shall oa br inaalld me kmholm trots a devond pain. Mmbas shall be cur fat tight frtiing wood to nod bearing. Connedor Plan shall be located on bah law of the trim nilb cads fay ,mboddrd and .ball be s)as about them unlen aherwix shown A 5c4 plate u 5' wide x 4' Img. A 6a plate is V wide c t' tong. Slat (holes) rat pmdkl to the pale laph sp=liied Double cuts on rich comb= slid] tom at th as .W or the webs aril- offic a sbm n Commor plate aim are ri+,ri mmT aim based no the law shown and rag occd to be increawd for certain handling ad/or aonton aressn Tba trooi is m to be fWicatrd r"N lire raind = ueuod lamb. anlm caber.— shout. For odd,tional tdamosco on Qaal,p Cotorol rd. to ANSVfPI I- 1995 PRECAUTIONARY NOTES All bradng and etrtaron ras>mmadanim are to be fdlo% d in amordaox wing wogs d inifimq publications. Trunes arc to be handld stub patucolar ore during tom- and buadlrng. delna) ad insw mm to mud dancip. Tcnvmary ad petn,,,,.,,t bmdag fa b,W,- tinssca in a araight cud Plumb positionad fa resisting lard for —.boll be desprd ad inaallod b' athem Carefd haoN,ng is esamial ad cream bracing is alwa)a rogtorod Normal Prmdi®ry anion for m—cs require ouch tmpm.) bracing clournng installation bcmaa tritza to void toppling ad d000mtng. Tbc supc— of cratioo of mrssn sha l be tad= Ibe ao1M N persoos L CriCOQd la the nstalWm of toms Profesaooal adsxe fhdl be sstglo of owdrd corrwrtaroa of aasmnoo loads pot= than 1be dmp Itds Nall not be applod to trnan a ao) ume. No loons orbs than the ought Of the ercdon shall be Wtid to trirso un,l alter W fastening ad bracing is cocapin TC: 2x 6 SP 92 BC: 2x 4 SP 92 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--1210/646,2-3=-1197/649, BOT CHORD 6-5=-472/1075,5-4=-468/1072, Webs 5- 2=-210/743, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.09/999-0.17/914 5-6 Horiz. 0. 04 0.09 NA Max DL Deflection L/999 = -0.08 Long term deflection factor - 1.50 4-3 - 12 0-6- 6 Face =0- 2-8 0-8- 0 652M 8. 00" or (): Plate(*) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 66.0 ft W- 14.3 ft Truss in TNT zone, TCDL= 4.2 pef, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 1210 0.26 A 6- 5 1075 0.48 2- 3 - 1191 0.25 A 5- 4 1072 0.36 4-0 6.00 5x8 oint Locations 1) 0- 0- 0 3) 14- 4- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 4- 0 6) 0- 0- 0 User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER HEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 652 -7 -435 B Pin 14- 0- 0 1 621 0 -380 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 5- 2 143 0.24 C 7-0- 0 6.00 3.00 - 3.00 7-4- 0 7- 4- 2- 6 0-8- 6 A- 4- 0 62IN 8. 00" 6 5 4 0-10- 814 14-4-0 , k0- 3- 0) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO FMaronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing shout on Nis dtaniog a notereamo br•mt. mindbraaag, Penal braci,y or —la,braavg whtab a a pan of the bmWLog desip and %Inch oum be cons . b) the building el— . Bradng sboon is fm Lund mppon of truss combos on]) to f I bud ing Ieoph Pronsion mag be avde to— him bracing at ads and spaifmd locatons dacran q the binding dmpa. Add,limal bracing of the -call arictme ma) be regttird (Sec Hai-91 ofTPI) Fa spmf,c trussbtaang mittiraoenR onrum building dmper.ffron Plate lasting, TPI u lootd at 593 4005 MARONDA WAY D'Oonfrio Drist. Maduoa. Waeonnin 53719) Sanfofd, FL 32771 Compoam FTiwiing y. Truss Eogineaing Co. P.A., tit Sec^ aside PA Edcaao. NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMS PONCE P.E. LICENSE 0$0050060 367 MadaMon FL Chuluots, FL 32748 Scale = 0. 4060 Eng Job: WO: COVK4 Dwg: TI: S2S Dsgnr:TLY Chk: 7/22/2006 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 Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:T3 Qty:S DESIGN INFORMATION This design u for an ind-dual building omPooem and has bent based on informmon pnuided by the dial. The desiger efi-hinm aM resportabil.ty for danroges u a rsrnh of fhudly or irmrea inforneam Wen flea tons and/or design finished to the crass designer by the diem and the mrtmncss or a®ncT of this tnforenation n it may MUM 10 a apOeflo project am naps m respoov lity or ecerascs no control asnh retard to Mrionon. haml,ns impotent and installation of trusses ibis tam has been designed as an Ind —dyed building arosnuem in accordance nub ANSVTPI 1-1995 and NDS-97 to be lnlnrponsrd as put of the building dmp by a Bwldrag Designer. What resigned for appmil b5 the bolding design. the design leadings shuuo muss be belied to be ®e that the data thou. are, . agrer>amn sub the local building codes, laud dinauic reowds for wind or mou Imes. projns spedeuliom or spinal applied loads. Unless shone Imes hum beat designed for usage m ampmq W ds The design "ou""s companion chords (top a bat, ) are cmimsed) braced by sheathing unlm athvwit spmficd Where ban® chords in ninon are m Nll) braced Wera ly b) a propet applied rigid aibng, the) shoWd be brand at muimum spacing of M-O' o c. Conrmorplatesshall ha rmradaeured from 20 gauge m dipped phanited and mmiog ASTM A 653. Grade 40. —1— atbnnise shorn FABRICATION NOTES Prior to flfiiutm the fibular shall misty this d,aning to icy that this dressing is in audbrrmax %%li the h6riator' s plain and to radite a continuing responsroim) for such senfiution An) discrepanciesare to be par in nntiy before noting in hbsiasson Plain shall m be installed ter Lnathnim on s or dworted Pam. Moulins shall be red for tight fitting umd to hood liarin} Convenor pLm shall be bmtrd m bed faces of the truss with mils fidit imbedded and shall be q in about thepim unless otherasx show. A 5c4 plan is 5' wide c 4' long. A 6d plate is 6' .idc a a' tong. Sloe (hole) ran parallel to the plate bmgtb specific& Dins area on nth member shall runs a1 the eemroid of the sets unless other— shaven connector plate sins are miniomm mend on the forty shin m and on) need to be increased for certain handling and/or amen messes This tnm is not to be Obrioted with fire retardant treated htmba tmlm otherwise shoo. For additional informium no Qmhry Centro! refs to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing and crecdon rnummatdat om are to be follnsd in t..rd.— pith escaped indrmry prblioliom Trusses are to be handled anti particular are during hmdtag and firming, ddrsery and in.dlura. to read dot®gc T®poraq and pamanm bracing for holding trusses in straight and plamb position and fa resrmng lateral form shill be designed and in. alltd by atbm Carefid hamrng is csmial and ermim bracing is attrl)y required Nor®1 prmmrma7 Kim for trmna respires such tanpvar) branry during installation her,- on tmsscs to now toppling and dorninoing The supeni of ereetton of tomes dell be mdcr the con, al of p_ egerianmd in the tmndlatson of basses PmftsaorW edsice shall be sought if readod. Cooawwi® of mn.rmlm Imds greater than the design toads sdudl m be applied to Minns at an) time No Imes other than the ndght of the croon dial be aWwd to utis5es until alter all fasating and bracing is TC: 2z 4 SP A2 BC: 2z 4 SP 82 WB: 2x 4 SP #3 WDG: 2z10 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise WndLod per ASCE 7-02, CiC, V= 125mph H= 15. 0 ft, I= 1.00, Ezp.Cat. B, Kzt= 1.0 Bld Type= part L= 66.0 ft W= 7.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/:seas 0.02/zzz 4 Horiz. 0. 01 0.03 NA Max DL Deflection L/zxz = 0.00 Long term deflection factor = 1.50 2-9- 3 0- 6- 10 Unbalanced load case(a) have been checked. MULTIPLE LOADCPLSES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-243/329,2-3=-232/309, HOT CHORD 6-5=-142/l90,'5-4--142/l90, Webs 5- 2=-34/90, TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 329 0.16 A 6- 5 190 0.15 2- 3 309 0.16 A 5- 4 190 0.10 3-11- 8 ld 3-11- 8 2 6. 00 :. 00 4x6 Toint Locations 1) 0- 0- 8 3) 7-11- 8 5) 4- 0- 0 2) 4- 0- 0 4) 7-11- 8 6) 0- 0- 8 In -Plant Quality Assurance with CLT 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loci BSet Vert Horiz Uplift T Type 1- 2- 12 1 420 0 -638 B Pin 7- 3- 8 1 363 0 -542 B H'Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. 5- 2 90 0.03 C 3 H q 420H 1. 50" 363M 1.50" 1L 7- 11- 0 V T5f 65 4 0-10- 8 le 8-0-0 CANT: 1- 2- 0 (110-I1-1 ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems I 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50060 287 MednMan FL Chutuola, FL 22746 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: B tong shown m this dming is m maien bncin& wandbndng. ponal bmng m sirmW bnciag which u a pun of are bowing design and a htch rum be considered b) the bolding dn,per Bruning shoen is far larval n, of truss mambas oub in rerun biictlmg lengb. Psusisims man be made to arrhor lateral bracing in ems and specified Ioc aim dner® md by the building design=. Additional bring of the oterall structure ma) be required (Set H1B-91 of TPI) Fm spmfle uass bracing mquiremmm co bmldiog desipa (Truss Plate lumnae. TPI is located at5S3 D'Onofrio Drise, Madison. W ucont n 53719). Coagwn t Engio=mg by Truss Engeimsng Co. P A . SIS Siirtedstde PA Fd=m NC 27932 3- 0-13 CANT: 0- 6-12 Scale = 0.5459 Eng Job: WO: COVK4 Dwg: TI: T3 Dsgnr: TLY Chk: 7/ 22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 SC Live 10.0 psf O.C.: 2- 0- 0TPI-02/FBC-04 BCDead10.0 psf Code: FLA TnTDT. Al n e V ced 7 17-fncai Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:V1 Qty:l DESIGN INFORMATION TC: 2x 4 SP A2 Analysis based on Simplified Analog Model. oint Locations Tuisdaignu(b, - led doalbwdmaand BC: 2x 4 SP $2 MULTIPLE IAADCASES -- This design is the 1) 0- 0- 0 3) 2- 0- 0 hnbeat baled o Winninmimpm;dodb)the dem The WE: 2: 4 SP #3 composite result of multiple loadcases. 2) 2- 0- 0 4) 0- 0- 0 dcvyrrducbims any rtspowbayfor da,mgom CUTTING ONLY +++++ All COMPRESSION Chords are assumed to be Right End vertical designed for rind. re:Wtdrandn«tOmt1ciaintbcu'1ccoll amf« dangle; fur« sld m tb: tram designer b) td! arm cc 1 or {1: Plate(s) OFFSET from joint center. continuous) braced unless noted otherwise. 7 Y Userdefinedloadcases have been considered amthe conmrca«rceux) ofthis womumWit The Joint Detail Report must be included Wind loads have been checked perpendicular in this design. may rdate to a spedfe project and aaepts no with any submittal, inspection, and/or to the face of the truss. In -Plant Quality Assurance with Cq= 1 rapmstbluy or cmcisa no control nith regard to fabrication documentation. MAE. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension fibs tram h.ban bom . shipment amldi, idtm oftaken llus tram hn been designed as. n,rdntm,in building WndLod per ASCE 7-02, CiC, V= 125 h, Z-Loc BSet Vert Boris P sop Uplift 7 Type TOPCHORDmnI inaccorda«suithANSVfPl1-1995and H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kst= 1.0 0- 0-12 1 0 0 0 B Pin NDS-97 ul be ircvpmnalnpan ofthe building design Bld Type= encl Ir 14.7 ft W= 2.0 ft Truss 1-11- 4 1 0 0 0 B Pin by a Building Deeper. When mined f«apprmal by in END :one, TCDL= 4.2 psf, BCDL= 1.2 psf PROVIDE UPLIFT CONNECTION PER SCHEDULE the budding dmgner, the Haig. loadmp shmm rembech¢ked to b: art thin We data shown art in agreor= uilh the local building codes load cl mitic records for mod or snow Inds, project sprafuauma «ipodal applied I=di Unlm shown. tram has m beardmgoed for norap or ocaRt¢T loads. The da,gn assumes mmpircxtfm clads (top «bosom) art comim,omy breed by s Ihing unless otherwise speared Where bottom chords to tense art no Will btaall) b) a propah applied rigid soling, tbq should b: broad in rmtimum spodng of l0'-0' o c Correa« pion shall he ref—uld hem 20 gauge m dipped gahsmiad steel musing ASTM A 653. Grade 40. uclea othmtis shows FABRICATION NOTES 2-0-0 Prior in 11abiou«4 the (atrial« shall min tba arming to thin this d—till is in ccofermacx with 1 2 the fabnames plum and to reol,a a retaining respomiblit) f« ash svdlatm An) ilmemparcb are 6.00 to be gin in wtidng before c= ng orblinslimPulashallnotbeinstalledoarknotlnlmlootsordmoned gram. Mambas shall be as f« ughi fntung wed so wood baring. Comm« plain shall b: bard on both fain of tic tram with mils rely imbedded and shall be s)s abed 2x4 the jam unless shorn. A AJ plate u 5' wide x pim isothcruile6 J' Img. A Qcg plate is 6' wide . t' keg. S1aa (bola) ram pmallelto the pas length speci0cd Double am m eb mcmbeis shall erect at the emtroid of the uebs unlm ethawts shun ferret« plate rim art minimm 3x4 sisa baled = we eons showw and my r, m be 1-0-0 1-0-0 fis certain and/or creation mute. This FFV teed This tram is m to b: fabnaredunh fartrcuudmutreadfabricatedtimberm1motherwiseslwnForadditionalLUinfommm = QualityControl refer in ANSMI I-1993 2x4 PRECAUTIONARY NOTES All tracing and cream reommadauom are W be followed I. aaudvme with ooQgd imustr). publiatnn Tram' ass to b: handled mth panicodar tart during baod,ng am bundling d lntsy and i— Ilm m to void damage. Tertg«vey and pawner bracing f« holdmg tsutim; in a araigb and plumb possum and f« raising Wad form shill be daigvxd and installed by other Cardin handhog n asadial and erasion bracing is duals required. rd. Normal preauiroatry seam f« uiva require rich tempom7bracing dmwgimW Wino Mara u®a to road toppling and domrmng. The mpaswon of anti= of tnma shall b: rams the mom it nrpasom oTcriet,ara in the 0# 1. 50" Stud @ 4- 0- 0 Olt 1.50" rr Meson of umm Proksaomna l addoll be sought th d n -Acd Concemni = of comtrm= tombgrataan ds sham the dmpImllb: applied so tram at any time. 2- - No Mims aberthanthewetght of the aeon dull be p applied toInsmWalterWGssaringandbracingisarrnplad43EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.7926 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: V1 ERECTING CONTRACTOR. BRACING WARNING: La Co nd a Systems Bracing shown onthis drauing ismseambmdnS. windbaary, portal bong or similar bracing utich is a pun or DS : TLY Chk 7 2 2 2 0 0 6 the building chug, am u hmh rest be emmdacd b) die building designer. Bracing shoutisforlateralsupportofunn9nrLbrDF : 1.25 rnembrn any to buckling high. Prosisiom one be made to anchor Waal bracing in adsamspceillilocationsdetermineb) th building da,goer. Additional bracing of the moll artacture tom) be required. (Sin HB-91 TC Live 16.0 psf ofTPI) F« veaft tmss bracing repircinc rr. emus Wilding designer (trun Plate Institute. TPI is loaned at 533 TC Dead 7 . 0 psf Pl t DF : 1.25 4005 MARONDA WAY DOnofrio Dncc, Madison, Wisconsin 33719) O.C.: 2- 0- 0 Sanford, FL. 32771 Component Engineering by -Tram Engiomiog Co. P. A. III Saud•" PA FdrmnnNC27932BCLive10.0 psf OE 4 TOMAS PONCE P FaLIC LICENSE 0*0050060 BC Dead 2.0 psf Code: FLA 367 MedaMon FL Chtdsofn, FL22766 1 1 TOTAL 35.0 psf v4 . 7 . 32- 60684 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON IL 4\Vl. prx I I I Job: COVINGTON R 4 Customer:108 UPLIFT D.L. WO:COVIC4 TI:V10 Qty:l DESIGN INFORMATION Thu desipt Is lbw an ldis idual building mnpmrm and has been bimd on informatm ptmided by the firm. The design ducimms any responsibility for domtges as a result of lastly ormwrren ruforriumoo. spmemi Bomand/ or deign fim shed in the truss designer by the Dial and the commti..a or a -arm[) of this information as i1 mq nine in specific project and wMn no r spo-stbiI uy or aerators no annual oith tepid to fibriotim hand)*-, shipnnent and imialWioo of trusses. This buss has been desiped as an idnidml building compoocru in aoemdmce nuh ANSVfPI 1-1995 ad NDS- 97 in be incorporated as put of the building design b) a Building Designer. Whm rnicwd for appal by the bmWing designer, the design Inking shots. mum be checked to be ore that the dam shwa are m apecmem anh the load building cod.. loot rdimoric r®rds for wid or snots loods. project spmfiotiom a special applied toads unless "b"" truss has net him designed for atasge a onout aa7 Inds. The designs assume compressor chords (wp or bottom) are mwundy braced b)sheathing unless otherwise specified. Where bottom chords in ten9on are m1 folly braced laterally b) pay applied algid calling they shadd be braced at maximum spacing of IV-0• o c. Coorn000r pWm shall be m snu%c used from 20 gauge hot dipped phnnind stud meeting ASTM A 653. Grade 40. anlm otherum shown. FABRICATION NOTES Prier to raoriauon, the fabrsator shall n ns this darning to story that this finning is in oonfornrmce Pith the fahruotolf plan and to valet a comtoning mspoosbdlq for such—ricauoo." dsmrelm am to be put in .tiling befane ctmmg or fibri stga Plate dull not be installed mew knothol,.. knots or dmatrd grain Members shall be eon for tight fitting mood to rood burin, Cmncerm plain shall be bated on both Cates of the units wrth mils hdy amheddrd and shall be yin. sban the jam -1 otherwise shone. A 5a4 plate is 5' wtde t 4' bug. A 6a plum is 6• nide a Im tong. Sloe (holes) min ponlic to the plate Length specs Dante nuts on nth members shad mans at the commid of the webs unlm otherwise damn Crmneaor pine dui cone minimum sun based on the forces shmsn and may need to be increased for certain badhng and/or anion stresses This truss is not in be Cabriated %nh rim retardant treated lumber — 1—i otbe-bic shorn For additional information on Quality Control refer in ANSVfPI 14" s PRECAUTIONARY NOTES AB bracing and cruetioo moan—Matiom are to be folloncd in acemdmi a pith accepted industry publtotuom. Truan are 1u be handled nitb particularram duringbandingandbundlin& det-) and installation in ndd damage Temporay and prams -eon bracing for holding unite to straight and plum position and fo rmsting Weil farts shallbedmgned ad insralkd by rnlhen Catefd handling is usmeial and erection bracing is dma)s required. Normal pntrautrnmy minor for ttusms requires such temporary bracing during mstalWim berm trusses to mud toppling and dominoine Thec4i isim of ereaion of uuaes shill he udder the central of perom mperimwd in the t_'.1,, on of trussea. Professional ad,= shall be sought if oredc& Concentration of construction bads gsomr than she dmpa lads &ball not he applied te umms at any ume. No Inds other than the "right of she tumors shall be applied te miao -W after W Caarntng and bracing u TC: 2x 4 SP B2 BC: 2x 4 SP A2 WB: 2x 4 SP A3 GBL: 2x 4 SP N3 err• CUTTING ONLY rrrrr MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 2-9-10 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. L. and R. End verticals designed for wind User defined loadcaaea have been considered in this design. Wirid loads have been checked perpendicular to the face of the trues. In -Plant Quality Assurance with Ctp 1 MAE. REACTIONS PER BEARING LOCATION----- i-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 0 0 0 B Pin 10- 4- 8 1 0 0 0 B Pin 10- 7- 4 1 0 0 0 B H Roll PROVIDE UPLIIT CONNECTION PER SCHEDULE tint Locations 1) 0- 0- 0 5) 8- 4- 8 9) 6- 4- 8 2) 2- 4- 8 6) 10- 4- 8 10) 4- 4- 8 3) 4- 4- 8 7) 10- 4- 8 11) 2- 4- 8 4) 6- 4- 8 8) 8- 4- 8 12) 0- 0- 0 WndLod per ASCE 7- 02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl I= 20.0 ft W= 10.4 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 1.2 psf FORCES (lb) - Max Compression/ Max Tension TOP CHORD 10-8- 0 1 2 3 4 5 6 ON 1.501, 12 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 OVOOSM68 367 MedaOion PL thimiota, FL 32766 Stud ® 2- 0- 0 10-8-0 11 10 9 8 7 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shoran on this drmtng is not erection bracin& ntd bracing. pm ud brmuig or dint W basing uhrb is a pan of the bmldinig dmp tin n hmb rum becomic er b) Lhe building dmpa. Bracing shown is for Ideal n port of truss members only to reduce budlin, length Prmisions must be nuide to anchor Intend biting at ends and specified locations determined b) the building designer. Addaioml brxiag of the osvall structure may be required. (San HI11-91 of TPI) For specific truss bracing rgmrcm=L counts bunldmg designer (Tnss Plate lasunate. TPI a looted at 51113 D'Onofrio Drist Madrso4 Wisconsi 52719). Component Engineering by. True E. nprcatng Co. P.A. 318Sauxirid• PA Edam- NC 27932 2-9-10 ON 1. 50" C/L: 10- 4- 8 2-6-2 Over 3 Supports Scale = 0. 4982 Eng Job: WO: COVR4 Dwg: TI: V10 Dsgnr:TLY Chk: 7/22/ 2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TATaT. 06 n —aP —A 7 Q7_AnAPo Desion: Matrix Analvais Profile Path: C: E 4\V10.orx Job: COVINGTON K 4 Customer:100 UPLIFT D.L. WO:COVK4 TI:V11 Qty:l DESIGN INFORMATION This dWjn Is for an indhidual building ono , m and has be. based on information prosided b)' the diem. The design. disdafms ao) responsthln) for damatn as react of fadry or inmrseer information, tpetifica, and/or designs furnished to the tom design by the client and the correctness an oraurac7ofthisinformationasmay relate m a sped projeci andaccept-cn respoo b. 1,13 a eunvses on ccmrol nuh regard tofi s,"lmhandling, ship— and installation of trusses This truss has been designed n an indisadid building companion in accordance nib ANSVTPI 1-1995 and NDS-97 to be incorporated its pan of the bnld,ng design b) a Mulct- Design. When mienad fa oppain.] by the building design. the design loading shoos must be chect, to be sure that the data shown arc In ag eomem web the 1oca1 buldmg coda, local dimnc nerds fa nind or shoo• londs, prv)m spanfiotirm or special applied lads- Unless shot- tress has not been designed for storage or omWanc) Imds The design assume compression chords ( top or bottom) are oomi®my braced by shathing unless othmnise spmfied Wbae bottom chords in tension are ooi IWI) breed latmty by a propert) applied rigid mling• the) should be Awned at a maumrm spocing of I(Y4Y o e Conncaa plate shall be mam6aotmed from 20 gavg; hot dipped phansmd tied melinr ASTM A 653• Grade 40. mlm dhemtse shown. FABRICATION NOTES Prior to 66rnause be fabricator stall mica this droning to seaify that this &a%mS a in conformance with the fnbncatofs pLvts and to redae a commuug resp®bn1a) for are sestficaoci Any discreparrin are to be pan in writma bdoro cutting or fitibrictition. pain shell cot be maalld osv knathdn net- or diceoned gain. Members shall be a for ueu fitting nood to wood burin} Connector plate shall be located at bah faces of the trot- nub cads full) imbedded and hill be s)us about the jam unless dhooise station. A 5c4 plane a 5' oide a 4' long. A 6s11 plant is 6' nide e P long. Slat (Iola) rat padld to the plate length stand Double ens on wN members shall meet in the ecmseid of the weds miss mhcs is shown Cooneeta pule sim tie - am bud on the form dnowu and ma) need to be increased for certain hadluy anwor ceawn messy The tnrt3 is ea m be fabriae0 pith fire seudam erased lumber times o= ix: own shForaddit l mformationon Qalip Control sic to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and eseaioo ravmmendauoa are to be folloord in aoiceard•rse, oeb accept d industry prblias Trus$ are to be handled mill, particular ae dosing binding and budlut& delnu) and insulation to nuid damage. Temporary and permanent bracing for holding tenses in a straight and plumb position and for seising lateral form shall he designed and muscled by others- Careful handling is eased and eimim boring is alor7s regmsed Normal pr®nimv) action for tnmea rcgmres are temporuy his=& during installation ben® trustee to nud toppling and domimias The sups-isionderectioo of trusss shall be under the cmVal Of pQOm aperl[nad In the installation of Unas Professional a6im shall be soughs if needed Cooccousum of ccnsroam Inds grew it= the design kinds shall ooi he appled to trtssm; at antime No Inds other than the udghl of the anscua s shaft be applied to trusses until after W fasting and bracing a TC: 2x 4 SP A2 BC: 2x 4 SP A2 WB: 2x 4 SP •' 83 GBL: 2x 4 SP 83 rasa CUTTING ONLY swans MULTIPLE IOADCASES -- This design is the composite result of multiple loadcases. Left End vertical designed for wind. WndLod per ASCE 7-02, CiC, V= 125mph B. 15.0 ft, I= 1.00, Eafp. Cat. B, Ket- 1.0 Bld Type= encl L= 20.0 ft W- 7.2 ft Truss in END cone, TCDL= 4.2 paf, BCDL= 1-2 paf 2x4 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 Boris Uplift Y Type 0- 0-12 1 0 0 0 B Pin 7- 1- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 7-2-0 2 3 6.00 20 2x4 2x4 4 Joint Locations 1) 0- 0- 0 4) 7- 2- 0 7) 1- 2- 0 2) 1- 2- 0 5) 7- 2- 0 8) 0- 0- 0 3) 3- 2- 0 6) 3- 2- 0 Wind loads have been checked perpendicular to the face of the truss. FORCES (lb) - Max Compression/Max Tension TOP CHORD Stud V 0- ( (' 1.501, 8 7 6 5 EXCEPT AS SHOWN PLATES ARE MiTek MT20 EMaronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 90050060 367 MedaM* n FL Chiduotn, FL 32766 WPI" 1NU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Strong Noon on this dranamS ts n erection brriog. umd boxing, ponal bracing or amdar bracing which is a pan of the building design and nbich min be ccrsiderd by the Wilding design. Bracing sbimm is for latch suppon of truss members ooy to reduce buckling length Protisams most be made in amber ptcal bracing in cab and specified locauoa determined b) the balding deagncr. Additional bracing of the mvaft structure may be sequined. (See HIB-91 of 7Pk),Fw spmfic user bracing requirements, comae bolding draper. fl'mss Pule lnsiune. TPI is locatd to 533 D• rurno Drisr. Madison,W--i 53719) Component Engincesing by Truss Eogution-S Co. P A, 913 Sounds, PA Ede— NC 27932 3- 7- 0 Scale = 0.4905 Eng Job: WO: COVK4 Dwg: TI: V11 Dsgnr: TLY Chk: 7/22/ 2006 TC Live 16.0 psf Lbr DF: 1. 25 TC Dead 7.0 psf Plt DF: 1. 25 O.C.: 2- 0- 0 BC Live 10. 0 psf TPI-02/FBC- 04 BC Dead 2.0 psf Code: FLA mnmaT. as n rasp vA 7 Ai-sznszon I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V2 Qty:l DESIGN INFORMATION TC: 2x 4 SP 42 This design ,s for an ind-disil building land BC: 2x 4 SP 02 has been based on information prm,drd by the client. The WB : 2x 4 SP # 3 designer dOrlaims any responsibility for images as a r r CUTTING ONLY • r a a mesons of faun) mnnmrtm nvfnrnantmn. 1peedicaan" and/or designs Mtam designer tothetadesignerbyWe dam MDLTIPLE LOADCASES -- This deal is the design andthe asim or accuracy ofthis information ait composite result of multiple loadcases. ran relate to spmfc project and accepu no Flight End vertical designed for wind. respomrerlrtmaerasnmcontrol m n' Rprem Wind loads havebeen checked perpendicular t 0„M momg, h,u. handling shipmentaeofa tothefacethe truss. Ibis truss has been dmgoed as animd-dual building of owpooem in accordance -th ANSVIPI 1.1993 and NDS-97 to be imorporud as port of the building design by a Building Designer. When m,cwd for aprymal q the building dlmp er. the design Imdsnp sboo emm be chatad to be sate that the data shone are in agrctmem with the local hackling cedes, local Him-, records fin mud or snml loads. project spesifscatiom or spacial applied Inds Unless shown tam has not been designed fin storage or mcu anc) 1nadL The design asamers compression dbvr I (top m batomre) acomimrush braced b) sheathing -less otherwisespecs . Where batoncbnrds in tension ae oat firth brand Lineup b) o property applied rigid cmhng the) should k bread W a ma,imm spacing of lira• o c Co mmm plate dullbe manufactured from 20 puge hot dipped phanind st¢I meeting ASTM A 653. Cuade 40. union mistm se shou. FABRICATION NOTES Prim to mbnct ion. tat: fabrimtur shut rn,ew this dimming to %wify that this drawing a in mnforaismic with the Abncatces plans and to realin a commuting respo®bdit fm inch —ficatim. Ay discrepancies are to be Pin in wnung before doting m fnbruatioo Plate shall rot be ansisnal men knobttles, tons or datmtd Pain. Members shall be cat fin light lining wood to %mcd bearing. Cmmam plain shall be locoed on bah hca of the tam with nails rally imbedded and shall be tm. about the jam unless otheraise shoe. A 5,4 plate a 5' wide , 4' Ion& A 6A plate is 6' wide .% to long Slats ( bole) run parallel to the plate length spcmfied. Dank m s on web corm. shall meet at the —mid of the w,bs — abvnise shown Cmnmor pWe sizes use mmin...m ass based can the Poems shone and ma) need to be 2-0-0 messed fm certain handling adlur eni.m stresses. This utm ism in be fabricated sub fim naardmt tncatd lumber mien otherwise shoo. For additional rufornnarion m Q alit Cooed refer in ANSVfPI 1.1993 PRECAUTIONARY NOTES All bnctng ad tseti® reoanmendatgm one in be httoud in aoomdance *, Lb ac¢ptrd industry publicstnons. Tames are ao D< handled withpanimlar cart dung boding and hi,mlms debits amid in n id damg. Tempmat ad a permanl b11-6 racing rat bolding tame in a waigbi and plumbpositionand for resting Lateral forces shall be dmprd ad installed by others CarelW handling is esseallat and erection bracing a alwyt requital. Normal pncmmiomt auim fin trusses requires such tnnporan bracing dmiog rnstallatdm her%= tnents to sw,id toppling and dlamiming. 7be stgteennim of dsmtioo of taunters shall ho miler doe mmrd Npssom e,peneneed In the rnsallauca of unffi lhofes- nal whim stall be wght of moded concennuoo ofmrmmarm Inds greater than the design Inds shall oat he applied to tirme at ay time. No Inds other than We ueiglu of the erectors shall be applied to unsses mail alter all fastening and bracing is compliesd 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 CT- 1 MAE. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 0 0 0 B Pin 3-11- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 4- 0- 0- 1 2 6.00 2x4 xxxxx)q ON 1 1 e' I I 1• I 4- 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 Maenads SysteMS ERECTING CONTRACTOR. GRACING WARNING: Bracing shown m this dnwmg is noetetsim beating, w,d brxeng, portal bracing insimile beading n hich is a pen of the Gnldeag design and which emm be maadercib) the building dmgner Bracing show a for lateral s,rypon of trusa me era onh m redras hocking length Promw" mum be made m mchm lateal bncurg atCods aed sport locations determined by We building designer. Additional bracing of the mast structure tat.,) be required. (Sat HIB-91 4005 MARONDA WAY Domino Madison.wesm so537 91a ho Immature. Plate Thl ti Inmt` d u5a7 Sanford, FL. 32771 Compoomt Engineering by. Tram EnpnmingCo. P.A., ale Souadsnde PA Ed— NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE Ia0050060 387 Matdaff1m /L Chuhsofa, FL 32766 oint Locatioaa 1) 0- 0- 0 3) 4- 0- 0 2) 4- 0- 0 4) 0- 0- 0 WndLod per ASCE 7-02, CLC, V= 125mph, H= 15.0 ft, I= 1. 00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Lee 14.7 ft W= 4.0 ft Truss in END zone, TCDLea 4.2 paf, BCDL= 1.2 paf FORCES (lb) - Max Compression/Max Tension TOP CHORD 2-0-0 Scale = 0.6461 Eng Job: WO: COVK4 Dwg: TI: V2 Dsgnr: TLY Chk: 7/ 22/2006 TC Live 16.0 psf Lbr DF: 1. 25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 oaf v4.7.32- 60685 Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\ V2.prx Job: COVINGTON R 4 Customer:10$ UPLIFT D.L. WO:COV,4 TI:V7 Qty:l DESIGN INFORN1ATION TC: 2n 4 SP 92 Analysis based on Simplified Analog Model. 7.Joint Locations This design is rot an indniduan building component .0 BC: 2x 4 SP A2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 3- 9- 0 5) 0- 0- 0 has been boseeminformation ptnidedgclient. CUTTING ONLY +++++ continuously braced unless noted otherwise. 2) 1-10- 8 4) 3- 9- 0 designer a lzurna.)'espwmbilityfor damagn"' result of flailty MULTIPLE LOADCASES -- This design is the WndLod per ASCE 1-02, CiC, V= 125mph, Wind loads have been checked perpendicular dsigndemcmee°mfwn'°°awmfian° m omwdmynrunisbtdmtnemmdmFergmedrm composite Pc osite resultofmultileloadcases. H= 15.0 !t, 2= 1.00, Enp.Cat. 8, 1Czt= 1.0 to the face of the trues. and the twem» m w minus) Of this infwmt;m n it User defined loadcaaes have been considered Bld Type= encl L= 66.0 ft W= 3.8 ft Trues In -Plant Quality Assurance with Cq= 1 m.y ndan, to a spact project and accepts on in this design. in END zone, TCDL= 4.2 BCDL af, = 1.2p psf M11Z. REACTIONS PERriz HEARING IACATION----- eesponsibd,tyorC dsemmntroln, mtc6wdm FORCES (lb) - Max C rssion/Man Tension e Z-LacBSet Vert Horiz Uplift ! Type fabr,alic.ham'a&sbrpnemandumnnWlondlnuco. TOP CHORD This truss hasbeendmgnedasanindnidualbuilding0- 0-12 1 0 0 0 B Pin mmpooem in aanrdame with ANSMI 1.1995 and 3- 8- 4 1 0 0 0 B Pin NDS-97 to be incorporated u part dthe building design PROVIDE UPLIFT CONNECTION PER SCHEDULE q a Budding Dmgm. Wbm mined far opprossl by the building designs, the design Imdtngs shorn must be ch dd m be cue the the dus shann ate In agtctmcn nith the local building codes, local climatic minds far wind or sttou Inds. project spmficauom or special applied loads Unless shoran tnuc has not been designed far storage w amtpanq lends The dmgm assumes omapnstom chords (top or batom) are tmttmndy brastd q'shethio ualm tab—ise W¢ifed Where batom,bmds in 1®m are m full braced latnndh q a papah W iod rigtd ailin& the) should be braced at a matmmto q—ng d 10'-O' o c Connector plain shall be 1-10- 8 1-10- 8 m from 20gauge but dipped phtutiud stied mcarvg esia"md AS7MA 653. Grade 40. unless ahvoa shone I 2 3 FABRICATION NOTES 6. 00 6.00 Prim toAn,c,,.,"•; the fabsicatw Wall mien this daning to study that this dnutng is in esnfmnana uith the Gbncators Plans and to rmbre a continuing rnpmvbhhq fm inch , rnfieurm A.) du set, are to be put in .riling before cutting or hbriation Plates 4x6 shall m be installed men knoLholm knots or distorted gsaic Members shall be ad far tight Oiling mod to nood born, n onnmtw pales llshabe locatd onboth faind the units uh milsfullyImbrddrdandshallbes)am. about Or jam -in otbmiw shone A 5c4 plate a 5' aide c 3x4 4.1mg. A 6aplumis6• wide a 9* long. Slut(hob) 0-1 1- 4 run paralw to teepinelengthspectOdDoubleensonA0-1 1- 4 cuts aarmbeas shall ® at the amratd dthe units anLm otherwise than. Caamnor plate curs are mmi®m sire based on the form shun and may and to be increased for arum handling and/or erection messes, This truss a m to be fabricated with fun reurdam bcitd lumber mks ahc„in slia. For additional infmmatim m Quality Cmud refer to ANSVIPI 1-1995 PRECAUTIONARY NOTES All bracing d aenztion recommendations are tobefolloutd in aesard.me n, th acon;A ruining psmhc1tnas Tenses are lobe handld Withp nic 1. care during handing and bundling, ddntr) and iasullatim to nnid damage. Tcmpomr) and pcmarecat bracing fin holding trusses in a stratgbr and plumb poctnon and fin resisting atcn form shall be designed ad installed by ahem Cardin] handling u es ;, and arum bracing is dma)s required Norval precautionary acsm for trusses rcqutra such to mporar) brucing during ro,n,•h., berarsn trusses to noid topou g and dommotn,. The ngter,ism dermm d uos$ shall br undo Ilse mntld d pomns apUiemad in the installation of truces. Professional achia shall be souglu if mid Ceeeciunaiom of mnarmim kads grata than the design Imds shall m be applied to temp in an) time. No loath other than the ntigbr of the ererams Nall be appled in trusses mail after all faacom, and bracing is EMEMEMEM 'A I• I e e l 1 I• I 3-9-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda SystemsBracingERECTING CONTRACTOR, BRACING WARNING: Bracing shone on this dm„ng u not enedmo bracing, otnd bracing. penal bracing or similar brads, which isa pan of the bndddi design and which maw be considered q the building designer Bracing shun B far Wed support of arm mhos onh ut re I building length Pronisions maw be made to anchor lateral bracing in ends and spmfid loauons determined by the bmldmg designer. Additional bracing of the merall ,rictus anal be mgaired (See HIII-91 dTPI).Fm speefe arm wwmg mgwrmtwt mote bmldnng dcsis= from Plan Imutme. TPI is lacatd at U3 4005 MARONDA WAY D'Omnfrio Drne Madison, Wisemen 33719) Sanford, FL. 32771 Conr, Engineering q: Tom Emgtnmin, Co. P.A. 3Ig Soum1side Rd. Edemoq NC 27932 407) 321-OD64 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE M005006B 367 Mcdamon FL 6hutuatf; FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.9186 WO: COVK4 TI: V7 7/22/ 2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.32-60686 I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V8 Qty:i DESIGN INFORMATION This dmp Is for an Idltidual building component and has beat based on eformnsion in—ded b) the drat The designerdusWims ay r,—,,, for damps u refit of faulty in itmw minimum spmfiations and/or designs furnished to the into dedgcr b) the daem and the correctness or accuracy of this inforumaion a it may rdate to a specifc project and accepts no responsibili) or cterdsa no comrol wish regard to fabrnti . haodlmg. sWpmem and installation of times. This tram has beat designed as an udnimcl bolding component in Ord— uath ANSV7P1 1.1995 and NDS-97 to be incorporated as pan of the bdd,ng design by a Building Design. What rnieud for appet>tl by the building desiper, the design Inad,nts shown must be cherked to be sure that the data shown are in agratreati pith We local building codes, local climatic records for wind a &nett bonds. props spmficat or Wound applied loads. Unless shone, trim has m beat designed for storage or omrpaocy ends The design amunes comp resv® chords (top or bottom) one continuously braced b) sheathing onkss othersae specs . Where bottom chords in t®m are not IWh braced laterally b) a properly applied ngid '- v>n should be brnocd in. rnmvenum spacing or 10'O' o.c. Connector plain shall be m•f,.twed from 20 pugs hot dipped gahxmmd and mmmg ASrM A 653. Grade 40. uiness othersve sbmtn FABRICATION NOTES Prior to faluncatto.. the fibnatm shall mitt, this denting to aaarf) that Wa droning a in coolimunca uiW thefa6riamesplain and to rcallm a com many responsibility for such tamuficalion. Am duscecpam,o am to be pin in uailing before cutting or fabrication Plates Wall ens be * mauled mar knothole, atu m drsmted grain Members shall beam fin tight frlung wood towmd bearing. Connector pbm shall be looted on bah fine or the tram unh nails Iby ,mbodded and shall be s)so about the joins unless ahemis thous A 5s4 plate is 5' wide x 4' Meg. A 6sg plate is 6' wide x g' long. Slots (odes) minpeal to the plate Iengh specs Double cuts on rich memI shall mat at the cammid of the wars -idea odcrnese shone Corumor pmtc sim are m+w-mm pro m based cam the far&houuandmayneedto be inCFMd for Grain haPing and/ or erasion dralel This tram is not to be Woricatd sith fire rciardans weed lumber unless othmtiso shnto For additional teformauom on Quality Control refer to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing and ermroo recommend-, i® an: to be rolbsd in accord— with ampid industry publications. Tome are to be handled nth particular care during binding and budin& dclnwy and poll M tonod damage Tempo ar)' andpermanatt bracu,g for hold,ng unmet ie straight and phrmb position ad for rmsmg larval fain Wall b: hsg,d and insalld by others Careful handling a esser sal and erection bracing is always regnud Normal precautionary Kim for tr4aa reQmns such tmtpomr) bracing during umallasm bcm= trusses to void toppling and dr—octng. The supmisim of cream of lima &hall be under the control of peaom caperiercd ten the Jrte.,L+t.m of mlmt& Professional ahica shall be sought needed Concentration of conarmciim loads grater thanthedesignloadsshallnotbeapplied to urea ar any Lime No loads other than the naghu of the cream &hall b: appled to uusses unul alter all lastat, og and bracing a TC: 2x 4 SP t2 BC: 2x 4 SP !2 WB: 2x 4 SP 83 aaaaa CUTTING ONLY roar• MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. ON 1.50" Analyais' baaed on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Ie= 66.0 ft W= 7.8 ft Trues in END zone, TCDL= 4.2 pat, BCDL= 1.2 paf FORCES (lb) - Max Co=pression/Max Tension TOP CHORD mint Locations 1) 0- 0- 0 3) 7- 9- 0 5) 3-10- 8 2) 3-10- 8 4) 7- 9- 0 6) 0- 0- 0 Wind loads have been checked perpendicular to the face of the truss. In - Plant Quality Assurance with Ccr 1 MA=. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 0 0 0 B Pin 7- 8- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-10- 8 3-10- 8 l 2 3 6 EXCEPT AS SHOWN PLATES ARE IdiTek MT20 Lmaronda Systems 4005 MARONDA WAY , Sanford, FL. 32771 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWSM60 367 MedaMon FL Chuhlota, FL 32766 6. 00 4x6 2x4 Stud @4-0- 0 7- 9- 0 5 6.00 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: I Bracing sboae on tog drawing is not erectnu bracing, sind bracin& portal bracing or similar bracing ubich is a pan of the building design and nhncL cos be considered by the building dmgmer. Bracing shown a for Weld support of truss members only to reduce bnckhng length. Prmisrom now be made to anchor Wend bracing at ends and specified locations determined by the Belding desigers. Additional bracing of the mtall structure ma) be required. (Sot HEB-91 of TPI) For speaker tram bracing rquircuseots, contact Wilding designer (rim Plate hmuutc TPI is loan N at 583 DDratfrio Dmt. Madison Wisconsin 53719). Componar Fogmastng by Tnm Ealp Dg Co. P.A., tit Soundside Rd, EA m NC 27932 4 Eng Job: Dwg: DSgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 10.0 pef BC Dead 2.0 psf TOTAL 35. 0 nsf ON 1.50" Scale = 0.7170 WO: COVK4 TI: V8 7/22/2006 Lbr DF: 1.25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA vd 7 i9_AnAA7 Design: Matrix Analysis Profile Path: C:\TEE- LOK\Work K 4\Va.nrz I ' Job: COVINGTON K 4 Customer:100 UPLIFT D.L. WO:COVK4 TI:V9 Qty:l DESIGN INFORMATION This design is for a mdmsidnml building wmpooem and has been based on inforvWm pmvkd by the dad. The design d-la, aoi r spormbdtt) for dins as hull of faulp, in incorrect lnfartnmion. specifications so&or designs furnished to the toes designer by the duel oil the cutcctnm m accuracy of this information run rasa) relate to a spaifie project and acccla on nspacut. ) or c,autaa as control ulta regard W tatr,vaaas laaamiy. Sin— and This truss has been designed as an indissmul batildrng coagoom to accordance with ANSVfP1 1-1993 and NDS-97 to be incorporated as Pan of the banding dmtn by a Building Designer. When rnx rd for appmml by the building designshout must thedesignloadiagshmustbechecked to be sure thin the data slaw me in o& with the local budding codes. Neal cimminne records for wind or wou loads. Project spmfiouons in spectad appled Muds Unless shorn toes has our been designed for norspe or occapars7. bads The design assumes mmPcsam daunts ( top or bonom) are mnurmrst) brassd bysh- hug-1-offi-ixspedfed Where bottom chords in tmsim are our full) braced Liaalh b) pmpc,b aWiod rigid ailing. they should be brxrd at a maximum rpaant of 10.00 o G Connector pluies shall he anamfaaard from 20 gauge but dsppod phumad steel merlin{ ASTM A 633. Grade 40• unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabricator aha11 rnx this drawing to sesU) than dune dnansng is to conformance wild the fannarma' s Islam and to realize mmmming respomabnhq fa inch senlicauon Any auatyarin s are to be pa in venting before anuug at fataicationPhan shall no be irWall d ma knathotos, konu or distorted grim Members shall be can fin tigtr fining wood to wood bearing. Connector plain shall be Ncasd an bah taws of the truss with nads "i d A11M and shall be )- about Inc, joint -lass otharam sboun. A 50 plate a P w.k s 4• I-g, A 64 plate is 6' nide x t' lay. Slurs (hole) con Parallel W the plate Ieagh spenflad. Double ass on verb member shall min at the astrmd of the sobs soles atbennse shorn Connector Plate saves are mGumum sire based on the form shoran and may used to be mounted for cenain hmadling andfac cream stresses Ibis truss is not to be fi ancatal suh fate ncu ttam treated lumber unless abanise shoran. For additional imtamam on Qualay Coauol refer to ANSUIPI 1-1995 PRECAUTIONARY NOTES AU bracing and amnion recommendations an, to be fdloud to accordance with aaeptd uduso Pdlicatiom Trusses are to be baadld pith Pansadu are during banding and bwWhng, dd..) and nmsullnlion to mud damage. Temporary and permantat tracing for bolding trusses in a srnigsn ad phwD Position and fa resisting bee d ftrees sball be desigond and installed b) othm Careful handling is asemiad and cream bracing a dwa)i required. Normal preousioar) arm fa moss reglwo web temporary bracing during installation bem en trus es to avid toppbmg and domiaing. The sipmisioo of encet of trusses Wall be Under Ile mmrm Of penam GxyeleLLed m the awdLvion of truarl Profess-1 ad— stuB be sought mf needed Coocenuauon of mnstnctioo lands greater thin the design lads stall not be spplid to tststes at an) time. No Imds oiler than the ucigbs of we motion; shall be applaed to uussa unW after all rhmen ng and bracing u TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be WB: 2x 4 SP 03 continuously braced unless noted otherwise. GBL: 2x 4 SP 03 User defined loadcaaes have been considered CUTTING ONLY in this design. MULTIPLE LOADCASES -- This design is the In -Plant Quality Assurance with Cq= 1 composite result of multiple loadcaaea.----MM. REACTIONS PER BEARING LOCATION----- L. and R. End verticals designed for wind x-Loc Bset Vert Horiz Uplift T Type Wind loads have been checked perpendicular 0- 0-12 1 0 0 0 B Pin to the face of the truss. 7-10- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-11- 8 3-11- 8 2 6.00 - 6. 00 4x6 oint Locations 1) 1-11- 0 -3) 9-10- 0 15) 5 0- 8 2) 5-10- 8 4) 9-10- 0 6)-1-1,1- 0 WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, In 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 66.0 ft W= 7.9 ft Truss in END zone, TCDL= 4.2 pef, BCDL- 1.2 psf r0RCES (lb) - Max Comprossion/Max Tension TOP CHORD 3 2x4 2x4 2x4 I• I r e I I I 1.51 1 I 6 5. 4 0-11- 0 V 7-I1- 0 RI- 0- 5) EXCEPT AS SHOWN PLATES ARE MiTek MT20 0-11-0 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARDING: Dwg: MBracingsnduaon this chiming is m erection brianjsind bracng.Portal bracing a similar b""' which is a pan of Dsgnr: TLY Chk orondd Systems : Ile buildingdesignandwhich ®m be ®dered b) the building designer. Bracing shouat is for lateral saggm of truss members only to relb boiling length. Pnnssioas oust be made to anchor Went bracing at ends and specified location determined b) the building designer. Additional bracing of the merall sn,rmre con be regnnsd. (See HIB-91 TC Live 16.0 psf of TPI)Fm spmfx miss bran{ regmmm=s,'comaa tenlding design (fries Rate lm=r, TPI a k—al ai 523 TC Dead 7.0 psf 4005 MARONDA WAY DOafnoDmsMadisonWummiu33719) Sanford, FL. 32771 Conpooem Eng°eenV by Tn¢s Fn_nrnn' Co. P.A. tit Scums ide RA Fdmtorq NC 27932 BC Live 10.0 psf 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE a005006e BC Dead 2.0 psf 367 Munn FL Chaduota, FL 32766 TOTAL 35.0 psf Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe-\COVK4\COVINGTON R 4\V9.prx Scale = 0.5447 WO: COVK4 TI: V9 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA eel 7 99_cncQP