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151 Wheatfield Cir 06-430 New SFH
PERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PHONE NUMBEr, PROPERTY OWNER `_ I:lI •7 07:7 S PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # DATE PERMIT DESCRIPTION 1'tQ,l1 b PERMIT VALUATION SQUARE FOOTAGE Z' (0(S z I 7 icl- 7 ts(v u _zWy cocklf- M 0 dam City of Sanford Certificate of Occupancy ISSUED PARCEL NUMBER PROPERTY ADDRESS PROPERTY ZONING OWNER May 15, 2007 32.19.31.518.0000.0230 151 Wheatfield Circle IFR Maronda Homes CONTRACTOR Maronda Homes PERMIT NUMBER 06-430 DESCRIPTION OF WORK New Single Family Residence CONSTRUCTION TYPE . Concrete Block OCCUPANCY USE GROUP. n/a OCCUPANT LOAD n/a SPECIAL CONDITIONS. none In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. Approved Y-V- , - e vd-V Building Official BP210001 CITY OF SANFORD 5/15/07 Application Miscellaneous Information Maintenance 14:35:06 Application number . 06 00000430 Parcel Number 32...19.31.518-0000-0230. Address . 151 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 11/14/05 y 1 story 2 bath/noc on file exp 9/21/06 HISB 2/08/07 y 02/08/07--last extention to be given HISB 2/13/07 y UPDATED NOC ON FILE, EXPIRES ON HISB. 2/13/07 y 01/17/08. HISB 5/02/07 y final f/s on file HISB 5/04/07 y co sign off: HISB 5/04/07 y P&Z: MR 05/15/07 HISB 5/04/07 y PW: MW 05.07.07 HISB 5/04/07 y Util: RB 05.07.07 Bottom F3=Exit F6=Add F12=Cancel SMITH DRAFTING & SURVEYING INC. P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 7344248 A2r, / Z 3 , 2007 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 d 5 Re: Lot _Z3; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: /$/ /(%tee%l 0" ;Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; W-. 014, armW-1. xA, r-A Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 OMB No. 1660-0008 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE Expires February 2s. Zoos Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Compar)y,Use: Al. Building Owner's Name ruln y "u"rvo' A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Nitm r State ZIP Code A3. Property Description (Lot and Block Numbers. Tax Parcel Number, Legal Description, etc.) LOT 23 CE4,5ze LAwzEs. PHASE AI ' />mr3p ec 64 PAGES '99 SEM/nhLE Cod•/TY FGO.Q/OJ1 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) r$i.ccc Fs+M/y S/A NT.frvL A5. Latitude/Longhude: Lat. Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building i1 the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1_ 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 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade '"A walls within 1.0 foot above adjacent grade _0 c) Total net area of flood openings in A8.b 4 Q sq in c) Total net area of flood openings in A9.b _ Q_ sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number B2. County Name B3. State IG'rTy oc Sc..icna ' /70794 ' SEA/„iDLF GouNTY FG0.2/OA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 2//7C006S rE AAr. /7, /995 AP.QiL / 7 /9%S X' NA 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. FIS Profile FIRM Community Determined Other (Describe) B11. Indicate elevation datum used for BFE In Item 89: ® 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 CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR. AR/A; AR/AE, AR/A1-A30. AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized S.SI Vertical Datum ,vavorjl" - Conversion/Comrr)ents N1.o Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 2 3, /8 ® feet b) Top of the next higher floor 6q Ifeet c) Bottom of the lowest horizontal structural member (V Zones only) 1v feet d) Attached garage (top of slab) Z2 . 7-3 feet e) Lowest elevation of machinery or equipment servicing the building 22.9 feet Describe type of equipment in Comments) (,aw C. 'Po'"aa-) f) Lowest adjacent (finished) grade (LAG) 22.2 feet g) Highest adjacent (finished) grade (HAG) Z2,4 feet meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Name Title Company NamePCden74cSmr'fii Q-o/>F><na f csvrveyii y ... Address Citv State- ZIP Code PLACF SEAL iEil(_ 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 U:•.,:-% _ Budding Street Address (including Apt.. Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number . Z51 V HEA`T/EGO 6/i2c1—E City State ZIP Code. Company NAIL Number y /z Go/L/OA_30-771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent1company, and (3) building owner. Comments Signature Date C] Check here if attachments SECTION E = i3UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7-ones AO and A (without BFE), complete Items E 1-E5. It the Certificate is intended to support a LOMA or LOMR•F request, complete Sections A. B, and C. For Items Et-E4, use natural grade• if available. Check the measurement used. In Puerto Rico only, enter meters. E t . Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space• or enclosure) Is feel meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instruct.ions), the next higher floor elevation C2.b in the diagrams) of the building Is feet meters above or' below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A. B. and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements /n 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 if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's noodplain 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. 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 dale of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. The following Information (Items G4.-G9.) is prov( ed for community ffoodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for. New Construction Substantial Improvement G8. Elevation of as-buitt lowest floor (including basement) of the building: - feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Officiars Name Title 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 # : L) L-R— Job Address: Description of Work: Historic District: 43v Zoning: Date: 03 ` 28/ 0 7 Value of Work: S V—JM - exi Permit Type: Building Electrical )L_ 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 YLCommercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #:— " - , — Ci s "— O23U (Attach Proof of Ownership & Legal Description) Contractor Name & Address: Phone & Fax: G) 3, Bonding Company: Address: Mortgage Leader: Address: Architect/Engineer: Address: 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 f9rdind in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, slafe agencies, or federal agend e3'. rr a4% c z 3 X n 70 3 F2 =` Z X S Z N Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, iF,S,I13. 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 of Date Date P ' t Contradr6r/Agent's Name M Signature ofWota -State ofFlicilda Date Contractor/ Agent is _ Personally Known to Me or Produced ID Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) 30. oa I Mal a c O Cl11 jot\ u- Ln N U. "i M O W . oz 0W ae W UA z W uWln~ a uia` n s+a v a v a NMYRNNE MJRSE, CLERK OF CIRCUIT COURT SENINOLE COIMY 8K 06M -7 Rg 16771 Upg) CLERK' S 41 2007e*815L:8 RECORDED 81/17/,0*7 1201149aM pM RECORDING FEES 1&@@ RMMDFA 8Y T Kloke NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the followinginformationisprovidedinthisNoticeofCommencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 23 151 Wheatfield Circle : Subdivision: Celery Lakes Ph 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes 955 Keller Road Suite 1500 Altamonte S rin s FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner rAND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes 955 Keller Road Suite 1500 Altamonte Springs. FL 32714 Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America NA 250 Park Avenue South Suite 400 Winter Park FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646 6304 Fax (407) 644 2388 Persons within the State of Florida designated by owner upon whom notice or otherdocumentsmaybeservedasprovidedbySection713.13(1), (a), 7., Florida Statutes. In addition to himself, Owner designates ( Name and address) 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 junlessff ren dat is specifi DOMINICK DONATO Maronda Homes, Inc. of Florida CLNI'IFIL) COP-T Vice President MARYANNE fJ10RSE CLERK OF CIRCUIT COURT Sworn to and subscribed before me this 11"' day of January, 2007. SEMINOItE.0 UNTY. FLORIDA 8Y DFOUrY r_rprr BAN 17 20071 Nota Pu lic O,Y•Pu¢k' ERICA HEWETT MY COMMISSION I DD 461985 EXPIRES: August 14, 2009 M,'8t free Bondod TAN Budget Notary Services CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 23 Subdivision: Celery Lakes Ph.1A Property Address: 151 Wheatfield Circle 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 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. FR-1 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. x h. Square footage table showing footages: Garages/Carports 382 S.F. Porch (s)/ Entry(s) 63 S.F. Patio(s) 0 S.F. Conditioned structure 2023 S.F. Total (Gross Area) 2468 S.F. 0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). El 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. O 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other O DATE: January 11, 2007 SIGNATURE: opor(By Owner thorized Agent) Maronda MH Homes 955 Keller Road, Suite 1500 • Altamonte Springs, Florida 32714.407-475-9112 • Fax 407-475-9115 May 25, 2006 City of Sanford 300 N. Park Ave. Sanford, FL 32771 To Whom It May Concern: RECEIVED MAY 2 6 2006 This letter is in reference to Permit # 06-430 issued to Maronda Homes for property address 151 Wheatfield Circle. The permit was issued on November 15, 2005 and we have not started construction on this single family residence due to the decrease in our sales. The construction on this SFR is scheduled to begin within the next few weeks. Attached is the $15.00 permit renewal fee for Permit # 06-430. 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 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-77175 DATE 1 BUILDING PERMIT NUMBE ' ` (CITY) COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ON JURISDICTION: 06 CITY OF SANFORD SEC: TW Te_- G: SUBDIVISION: PLAT BOOK: PL T BOOK PAGE: OWNER NAME:/ ADDRESS: APPLICANT NAME: ADDRESS: PARCEL: TRACT: AR 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 $ 2,285.00 STATEMENT llll RECEIVED BY: 1 SIGNATURE 1 PLEASE PRINT NArE) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE -AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** Permit # 1% N-O CITY OF SANFORD PERMIT APPLICATION Is, f-`i _ k4 30 Date: AUGUST 22. 2005 C Job Address: 151 WHEATFIELD CIRCLE LOT 23 CELERY LAKES PHASE 3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $89,394.00 tyOa0,9 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 #: Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 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 maybe 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. 822/05_ kignatu Agent Date Russmmers Print Owner4Agent's Name SignatureN ry-State of Florida Date I....... J FULLERTON Comm# OD0460464 Expires 8/102009 i3oldcd thru (800)432-4254: Ronda Notary Assn., Inc OWN& IAgerif is ... X""P'ersonaI known to Me or 822/ 05 SYgnatu Hof Cont for/Agent Date Russell Keith Summers Print Contractor/Agent's Name pf. No tate.of.F7orida.....Jlate...... ANNINE FULLERTON Comm# OD0460464 a° f`FR Expires a/1o/2009 1— rimW,qS r3onded thru (800)432-4254: Florida Notary Assn., Inc Contractor/ Agent is _X_ Personally Known to Me or Produced ID ` _ Produced ID v APPLICATIONAPPROVEDBY: Bldg: ` ning: Initial & Date) (Initial & Date) Special Conditions: Utilities: Initial & Date) (Initial & Date) CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 23 Subdivision: CELERY LAKES PH.3 Property Address: 151 WHEATFIELD CIR 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: Garages/Carports 397 S.F. Porch(s)/Entry(s) 63 S.F. Patio(s) S.F. Conditioned structure 2,008 S.F. Total (Gross Area) 2,468S.F. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). M 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: MONDAY, AUGUST 22, 2005 SIGNATURE: By Owne or Aut orized Agent) 1 hill Ill dl Y 1 1 Illtd fil WI>Si tiR M r lid j 0 to U.,,s k t- a c 0 0 A TA C4 1L V4 M C W .JLL O + /f Z NJ W Q 0ixU) U. i oC W W Uj 0 J O z 0 YzwLn In Q T v a, a MARYW )8l at mm W CIRCUIT CWRT smita-E cum BK 05914 PG ] 5(() CLERK'S 0 REWRDED 091E!11M 02118/50 PH K(;URDINB M—.S 10.00 REtJ'tlRIN-:D BY t holden NOTICE OF 00--WMENC EIY ENT 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 23 151 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH.3 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA. 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 15t 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.) RUS LL KE H S MERS Maronda Ho s, Inc. of Florida Vice President - Construction Sworn to P-nd subscribed before me this 22ND day of AUGUST, 2005. dlM ANNINE F LLERTOIv C m# DD0460464 Expires 8/1012009 Bonded ON (800) 432-4254: OF Ate` F; oride Notary Assn.Inc CERTIFIED COPY MARYA ( NE MORSE CLERK OE NI IT COURTSEMI 2-. 12o051 Legend cif Symbols and Abbrevlatlons: REROD: Steel Reinforcing Rod Boundary Line Brg. Bearing Field : Field Measured P.C.P. : Perrnanom Control Point P.T. : Paint of Tw9eny Centerline Calc. Calculated Fnd. : Found P.I. : Point of intersection R : Radius Right-of-way Line C.B. Concrete Block Gov't.: Government P.L.S. ProfeukxW Land Surveyor R.L.S.: Registered Land Surveyor Overhead Utility Line Ch Chord L.B. : Licensed Business P.O.B. : Point of BepbWrp R/W ; RVOd-way Easement Line Conc.: Concrete O.R. : Official Records P.O.C. : Point of Commencemov Set:. : Section 0 Central Angle Const.. Construction PaVI.: Pavement P.R.C. Point of Reverse Curve Srr : Septic Tank ARC : Arc Length Us Concrete Slab P.C. : Point of Curve P.R.M. : Permanent Reference Monument T.B.M.: Temporary Bands Mark Bilk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. : Point of Street Intersection W/ : With Boundary Survey: Aq. 51s-A ,em I I as c vP Z4y1Q- I I ptvw/.S 6,esrnt,vf IeSs g' Cap.,,: pAT o , . I 31 p t 0 Y CO I ryr. _... Y. w ni n 0 N A 0FE. Z3.1e f f(a Z2 v'vr d-17-,- ai4sE,W.6_A)7- N r.u~ Q I pPG.S G!P 'J7DG fr— O 01D ' ELI i Ci GII.T 'f 5 dy,6.-.7i; xi ir,;:;w.F`-';.._.".-il.!krtir,,`.'i' `-:. . r .tic-,• ,-'i.:ti:: :. 59+ r%. - .. ..., -_.. •,r., Pews r 5 _ O `I _, '•sQ. plp'/.Il/+ri4p . "'---• I 2,7 GO _ Fir. AD. N iL i .Ssi:(/wis; :a r2 _+sx %, .x r WAIL ftto. w/.w s`ep' o C. p.' .r P, 3I. Lo 7' 23 j C cE,eY L•s's«s /i's t7sE /A ; '001 /%iv.o /.v v.9T oos< , .oi oEs ,4.vo /ovdreic ,2Ecveas of SE Ji ot6 tCovuTY, F,ca eiOf%. CERTIFIED TO: /1%} /O p I hereby certify Thal this map depicts a survey performed under my supervi- 1-'— sIon, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors In Chapter 61G17-6, Florida Administrative Code, pursuant to Section 472.027. Florida Statutes. SMITH DRAFTING & SURVEYING, INC. - 311 E. RICH AVE. DELAND, FL DELTONA, FL Stagef E. Smith 386) 734.7047 (386) 789.2855 islored Land Surveyor DRAWN BY: 3-E 9 Th, REVISIONS: Certificate Number 3736 CREW CHIEF: M NOT VALID UNLESS SEAL JS EMBOSSED SCALE: /0i_ Z Note: No instruments of record reflecting easements, limitations, owner - DATE: ships, reservations, restrictions and/or right-of-ways. If any, have been pro- 5E.or6MB6,e /' ZOOS vided to this surveyor, except as shown. No underground Installations or WO 1 — 9 8 , OS utilities have been located, except as shown. Permit # Job Address: CITY OF SANFORD PERMIT APPLICATION UG 2 2 Z005Date: A LOT a.3 CELERY LAKES 3 /S/ W#15.4riif-/EG-10 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: G! Q-- Permit Type: Building_ Electrical _X_ Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS /3d _ Addition/Alteradon 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 M 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. 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 worst 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 2005 AUG 2 2 2005 ign lure Owner/ gent Date to f Contractor/Agent Date Russell Keith Summers Daniel Puglisi Print Owner/ ent's Name Print Contractor/A is Name AUG 2 2 2005 qw, Noutry twroLFdnoda.....Datp ANNIN FULLERTON Comm# OD0460464 aQ( fR= Expires 8/10/2009 Bonded thru (800)'432.4254: Florida Notary Assn., Inc I Owner/Agent is _X_ Personally Known to Me or Produced ID Signs re f NJry-Stat f Florida AL5 2 2 2005 FULLERTOIv Comm# DD0460464 i n'r S Expires 8/1012009 kw'- 8ond:td thru ( 800)432.4254: Florida Notary Assn., Inc Contractor/Agent Is_X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) ( initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : Date: AUG 7.7 ?005 Job Address: CJ iNf Fid%>/ELD G1 L LOT a3 GEGEQy LQ DES > 3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand!that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional 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 augh as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the r ents of Florida Lien Law, FS 713. AUG 2 2 2005 AUG 2 2 2005 Sigrila-W reof wner/A ent Date Signature of Contractor/Agent Date Russell Keith Summers GARY CARMACK CAC043900 Print Owner/Agent's Name Print Contr,*tor/Agent's Name AN 2 2 2005 Si nature ot-,ANState of Florida Date r INE FULLERTON Comm# OD0460464 0. Expires 8/10/2009 ; Bonded thru (800)432-4254: 3 m Florida Notary Assn., Inc Owner/ Agent is _X_ Personally Known to Me or Produced ID 2. 2 2005 of Florida ate JEANNINE FULLERTOI 4 s 0 Comm# OD0460464 Expires 8/10/2009 OrA° Bonded thru (800)432.4254: 3," Florida Notary Assn., Inc : Contractor/ Agent is_ 1fR6 nyKtfdWtrto'Ivtevr•9 Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit #: Date: i I S,rj 2 7 inPR Job Address: r)A'/e" LOT a3 G 6 6-A—V Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical _ Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Arch itect/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 pennit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. AUG 2 2 1SignaqreoOr/Agent Date Russell Keith Summers Print Owner/Agent's Name 2005 AL'G 2 2 2005 Sign re of Contractor/Agent Date JUL CREESE CFC1426702 Print Contractor/Agent's Name AUG' 2 2 20.5 Commii DD0460464 Expires 8/10/2009 Bonded thru (800)432 4254: n........ Florida Notary Assn., Inc Owner/Agent is _X_ Personally Known to Me or Produced ID 2 20'5 Sign at re ofjNotary-SNte of Florida Date NE FULLERT014 i Commo OD0460464 q.',; Expires 8/10/2009 S Bonded thru (800)432-4254: Ao; ; FlonG Notary Assn.. Inc Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: JD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: LNaronda Homes AN EASILY OBSERVABLE BETTER VALOEI 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 23, 151 WHEATFIELD DRIVE at CELERY LAKES PHASE 3. r RUSSELLI KEIT SUM ERS, CRC058496 MARONDA HOM , NC. 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. t JEgNNINE FULLERTOIv commit OD0460464 xpire3W0/2008 Bonded thru (800)432 4254: 4?mM1 Florida Notary Men_Inc . 5................. OF1:10E National Evaluation Service, Inc. I:` 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 IIYCERNATIONAL Phone:703/931-2187 Fax:703/931-6505 CODE COUNCIAkL website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARED TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE betweenthe manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(&nisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARED Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates thewood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report NoindependenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, eitherexpressedorimplied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. rage 1 v1 c Re ort No. NER-617 Page 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by thecodeofficial, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report, 110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- 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 Dwelling Code subject to the following conditions: FORM 60OA-2004R EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: COVINGTON Builder: Maronda Homes Inc. of Florida ' Address: 15% Wbs4-'Fe la GtC - Permitting Office: City of &.nfeccd City, State:'z,d„ Ft,- Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central I . New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2023 ft' 7. Glass type I 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 Aj EVVEWEDsRFpRDsSAN F a E ctMeMesistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 25022 PASSTotalbasepoints: 25917 I hereby certify that the plans and specifications covered by this calculation are in compliance • a En Code. PREPARED BY: DATE: 1 hereby certify that this building, asqR2Zn in compf r• with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: Cap: 42.5 kBtu/hr _ SEER: 13.00 Cap: 42.5 kBtu/hr HSPF: 7.90 Cap: 50.0 gallons _ EF: 0.90 PT, _ 04 gttE ST.4)" Ce 1.76o wE 1 Predominant glass type. For actual glass type and areas, see Summer 8 Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) 0 7 1005OEC 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 Slab 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 ADDRESS:,,, PERMIT #: 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),lnt(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 EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 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 Type 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: 6684.5 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), I nt(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 EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge@/FlaRES'2004 FLRCSB A.5 FORM 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 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 1 10896 4067 10059 25022 PASS iOF THE ST,ITFO a+ f EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.7 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 1 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 Cap: 42.5 kBtu/hr _ SEER: 13.00 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 Cap: 50.0 gallons _ EF: 0.90 b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits PT, _ CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) 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 complia Builder Signature: Date: O (-1 1-0-7 Address of New I ie: City/FL Zip: THE ST,A O C4j n NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for -energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. KnergyGauge® (Version: FLRC9 v4.5) Job: COVINGTONProjectSummaryDate: ORLANDOwreghtsoft- ao rlyrt ewe*Entire House By: G.CARMACK 4005 MARONDA WAY SANFORD, FL 32771 For: COVINGTON ORLANDO, Notes: Design Information Weather: Orlando, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range Relative humidity M 50 Moisture difference 44 gr/Ib Heating Summary Structure 23399 Btuh Ducts 4141 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 27539 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 2023 2023 Volume (ft3) 16184 16184 Air changes/hour 0.32 0.16 Equiv. AVF (cfm) 86 43 Heating Equipment Summary Make TEMPSTAR Trade HEAT PUMP Model N2H342AKA Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 7.9 HSPF 0 Btuh @ 47°F 0 OF 0 cfm 0.000 cfm/Btuh 0.60 in H2O Sensible Cooling Equipment Load Sizing Structure 21498 Btuh Ducts 11161 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Equipment sensible load 32006 Btuh Latent Cooling Equipment Load Sizing Structure 1676 Btuh Ducts 2231 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 3907 Btuh Equipment total load 35913 Btuh Req. total capacity at 0.77 SHR 3.5 ton Cooling Equipment Summary Make TEMPSTAR Trade HEAT PUMP Cond N2H342AKA Coil FEM2X4200 Efficiency 13 SEER Sensible cooling 32725 Btuh Latent cooling 9775 Btuh Total cooling 42500 Btuh Actual air flow 1460 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0.60 in H2O Load sensible heat ratio 0.89 Soldritalle values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. vvr-10Htsoft Right -Suite Residential 6.0.90 RSR21115 2006-Dec-06 10:38:32 ACCA C:\Documehts and Settings\gcarmack\Desktop\Manual J Calcs 2006\Manual J Calcs 2006\ORLANDO\COVINGTO Page 1 Buildin Anal sis Job: COVINGTON Wr htsoft- 9 Date: ORLANDO anrwR&aa Entire House By: G.CARMACK 4005 MARONDA WAY SANFORD, FL 32771 Pro'ect Information For: COVINGTON ORLANDO, Location: Indoor: Heating Cooling Orlando, FL, US Indoor temperature (°F) 70 75 Elevation: 105 ft Desiggn TD (°F) 28 18 50Latitude: 28°N Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.1 43.6 Dry bulb (°F 42 93 Infiltration: Daily range F) - 17 ( M) Method Simplified Wet bulb (° 76 Construction quality Average Wind speed mph) 15.0 7.5 Fireplaces 0 Heating Component Btuh/ftz Btuh of load Walls 3.4 5025 18.2 Glazing 35.6 4552 16.5 Doors 10.9 415 1.5 Ceilings 1.4 2850 10.3 Floors 8.1 7909 28.7 Infiltration 1.6 2648 9.6 Ducts 4141 15.0 Piping 0 0.0 Humidification 0 0.0 Ventilation 0 0.0 Adjustments 0 Total 1 1 27539 100.0 Cooling Component Btuh/ftz Btuh of load Walls 2.6 3827 11.7 Glazing 71.3 9131 28.0 Doors 12.2 462 1.4 Ceilings 2.7 5567 17.0 Floors 0.0 0 0.0 Infiltration 0.5 851 2.6 Ducts 11161 34.2 Ventilation 0 0.0 Internal gains 1660 5.1 Blower 0 0.0 Adjustments 0 Total 1 1 32659 100.0 Overall U-value = 0.157 Btuh/ftz-°F Data entries checked. C hrgs L wr10Htsoft Right -Suite Residential 6.0.90 RSR21115 2006-Dec-06 10:38:32 C.Mocurnents and Settings\gcannack\DesktoPWanual J Calcs 2006\Nlanual J Calcs 200MORLANDOICOVINGTO Page 1 Duct System Summary Entire House 4005 MARONDA WAY For: COVINGTON ORLANDO, External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Project Information Heating 0.60 in H2O 0.00 in H2O 0.60 in H2O 0.46 / 0.14 in H2O 2.308 in/ 100ft 1460 cfin 26 ft Supply Branch Detail Table Job: COVINGTON Date: ORLANDO By: G.CARMACK Cooling 0.60 in H2O 0.00 in H2O 0.60 in H2O 0.46 / 0.14 in H2O 2.308 in/100ft 1 460 cfin Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) Rect Size (in) Duct Mat] Actual Ln (ft) Ftg.Egv Ln (ft) Trunk MASTER BDR c 5890 200 200 3.077 7 X(D V1Fx 15.0 0.0 st2 BDRk4 c 2841 120 120 3.077 6 xm V]Fx 15.0 0.0 stl FAMILY c 5817 260 260 9.231 8 xm VIFx 5.0 0.0 stl MASTER BATH h 1254 20 20 4.615 5 xG) VIFx 10.0 0.0 st2 LIvwG c 1364 145 145 4.615 6 X(D V lFx 10.0 0.0 stl KITCHENRJOOK c 3263 145 145 4.615 6 xm VIFx 10.0 0.0 stl BDR. k2 c 2714 105 105 9.231 5 AD VIFx 5.0 0.0 st2 HALL BATH h 1018 25 25 3.077 4 xm V 1Fx 15.0 0.0 st2 BDR k3 h 5257 200 200 2.308 7 xm V IFx 20.0 0.0 st2 LAUNDRY h 1821 40 40 4.615 4 x01 V1Fx 10.0 0.0 stl FOYER h 1987 35 35 2.308 4 xm VIFx 20.0 0.0 st2 MASTER TIOLET h 687 20 20 9.231 4 x0) VIFx 5.0 0.0 st2 DINING c 2930 145 145 9.231 6 X(D VIFx 5.0 0.0 stl Trunk Htg Clg Design Veloc Diam Rect Duct Duct Name Type cfln) cfm) FR fpm) in) Size (in) Material Trunk stl Peak AVF 855 855 3.077 551 14 0 x 0 VinlFlx st2 Peak AVF 605 605 2.308 596 14 0 x 0 VinlFlx IW441alle miner have b= m nually ovarldda Right -Suite Residential 6.0.90 RSR21115 C.Progrwm FileslWrightsoft HVAC%Manual J Coles 2006tORLAND0ICOVINGTON 13.rrp Cale -MJ8 Orient 2006-Dec-I 1 1803'.04 Page 1 Return Branch Detail Table Name Grill Size (in) Htg cfin) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) RectSize in) Stud/Joist Opening (in) Duct Mad Trunk rb 1 Ox 0 1460 1460 6.0 2.308 669 18 x0 0 V lFx Right -Suite Residential 6.0.90 RSR21115 CAPrognm Files\Wrigbtsofl HVAC\M&nual J Calcs 2006\ORLANDO\COViNGTON 13.rrp Calc a MJ8 Orient 20 06-Dec-11 1803 94 Page 2 Maronda Systems Engineer of Record: Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Design: Matrix Analysis TEE-1-OK software PLAN JOB #I LOT ADDRESS DIV/SUB MODEL 151 I6CLO230323-3 WHEATFIELD ORO-6CL COVK4 RIGHT COVINGTON K 4 CIR This structure was designed In accordance with, and meets the requirements OFFICE of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading Is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Re vi ed Truss ID Run Date Drawing Revie ed 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 S R EV I EW E D F S AN F O R D 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 a. s ftuqL AOHS6A07/22/06 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 ONTY 1 DATE: NOV 2 9 2006 JSGRD1 07/22/06 18331 THD26 18330 THD28-2 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 2 SEAT PLATES 124 This •safety ::alert *,symbol:: is,, used :to attract ..your attentlonl: PERSONAL SAFETY IS INVOLVED! .When you:see'this symbol'- BECOME ALERT,= HEED ITS MESSAGE.; CAUTION:,.. -A ."CAUTION identifies :safe operating practices or Indicates unsafe' -co 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© 11 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`he collective experience of leading technical CAUTION: The builder,'building contractor, licensed tractor,- erector. or erection •contractor'is iad Vised,to obtain and read'the.entire:booklet'.Corri=; mentary-and Recommendations•for'-Handlirig,:In=- atalling :'& Bracing Metal Plate Connected Wood es;"HIB-91' .from the Truss P.late:lnstitute: DANGER: =A'DANGER designates `a'condition. Where failure to follow instructions or.heed warn-; tng Will.,most ;likely ,result In serious„ personal inmtry-or- odo structures. WARN ING:.;.: A WARNING describes a condition. Where f_ ailuretofollow instructions could result in' - severe personal injury or damage to, structures. . M4944 "hk, TRUSS PLATE INSTITUTE 583 D' Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833- 5900 personnel inthe wood truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising fromthe use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: -All temporary bracing should be no less than':2z4- grade:marked 'lumber.:'All-con nections should •be, made;with minimum of .2=1'6d nails. 'All Y• trusses: assumed; 2'.on=center or Iess..All multi -ply trusses ishould, be_'connected iogether •in' 'accor dance:with. design'drawings.prior to installation.,,', TRUSS STORAGE vCAUTION: Trusses'. should. not, be 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. WARNING:-Do, not'fir`6ak 6bnding untlltiris#alla- = tion"tiegins or=lift'bundled trusses'byahe"bands.• ` t _ WARNING:' Do: not'•use damaged3russes. y' a' ter. • . : , t Trusses stored vertically should be braced to prevent toppling or tipping. DANGER::Do not.storelbundles-uprig ht.unIess Pr operly:braced., DANGER:'Walking:on •. trusses:which:are lying flat is extremely dangerous and should be.strictly r .prohitiitad .. .. . Frame 1 WARNING: '• b6;riot.attach cables,":chains;':or t `:WARNING: Do not lift single trusses with spans, shooks'to,the;:web members. '•" a:.;. greater'than 30':.by the peak.:;,. so° so° or less or less Tag Approximately I —I Approximately Tag Line,'/2 truss length Y. truss length Line Truss spans less than 30'. MECHANICAL INSTALLATION 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 Joeto carry the weight of the truss. Spreader Bar Toe In Approximately A to iri truss length Less than or equal .to 60' Approximately 2 to r%truss length Less than or equal to 60' In Tag Line Tag Line I Approximately I n 717 to 3/, truss length Greater than 60' Tag / Line Strongback/ SpreaderBar At or above mid -height Tag Line 101 F to, Yj to 1/, truss length Greater than 60' CAUTION::Temporary-:bracing-shown`in'.this;summary.sheet,is adequate,forsthe`Installation'of' y r... trLsses ,with _similar 'configurations:''dbnsult':a,registered ;professional..englneer, :lf :a; dlfferent r :r.. , J:.. • . , bracing arrangement is desired.':,The',engineei.-May.fdesign:bracing iri accordance :wlth'TPI's Recommended :Deli n SpecifIcation'for Temporary<Bracing Iof 1Metal _Plate Connected'.Wood.` -' Trusses,, DSB=89,:and insome'cases deterniine.that a.widerspacing-is:posslble., - GROUND BRACING:BUILDING INTERIOR GR•OUND'BRACING: BUILDING EXTERIOR GBD: To Chord• T ieal vertical PYPi End Well Sine r __. ! LBT attachment plan \, fir_ j a lei truss of brwe6d group of "once, nd brace (EB)•' f `1 Ground or. 'V lateral ( LBG) 1 i-- Ground brace vertical ( GBVI I ICI , r \` te Ground brad diagonals ( GBD) Note: 2nd floor eyatem shall have adequate capacity to support ground brace& 2nd. floor Ti_ I Blocking / ro Chords 'GBV e_ _ f. i• :-',I ,,., • r yr Ground Brace J-- t } ' • y ' Verticals (GBV) J aiGroundbrace Ir! 'r •I ' diagonals ( GBD)• ! I.7.:1 — Ground brace vertical ( GBV) Backup ground stake Driven " I tatfloorgroundstakesrr` CAUTION:FW66ridaraciijq recidir'ed.for ail installations.-..%,.,."' Frame 2 brace \' 114 trues of brae lateral ( LBG)''-group of Irueeea End brace (EB) y Stru sT) Typical horizontal tie member with multiple stakes (HT) _ 9 j 0\ — 12 4 or greater e iK ZA Top chords that are laterally braced can buckle together and cause collapse ifthere 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 lop chord. OP CHORD TOP 'CHORD ' BRACE MINIMUM IDIAGO'NAL AL' LATERBRACP ACING (DBS) SPAN ' PITCH SPACING(L6S)c# ir6Sses SP/ DF. SPF/HF 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 r• nii yid! f s / / DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir' ---- - - - " SPF -Spruce- Pine -Fir Continuous Too Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10' or Gra. Attachmf Requirec PITCHED TRUSS WARN ING::F:ailure"tofollowthese 're'commendiations'could*resulfiri 'severe^ ers" onalsiri u or. dams' e:ito'tt usses or',buildiri s.` " -' i` P 1rY. eu 'fl .•i,' SPAN MINIMUM PITCH ' DIFFERENCE TOP CHORD • LATERAL BRACE SPACING(LBS) TOP CHORD DIAGON4LBRACE SPACING ( DBS) trusses] SP DF SPF HF Up to 28' 2.5 1 7' 17 12 Over 28' - 42' 3.0 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 T^^ r k^ a Lateral Brac Required 10' or Gr Attachment Required - 12 Q \ ry = 2. 5 . 0 k a-} 12 ', ilk` y Q Top chords that are laterally biased can buckle y¢Q( l together and cause collapse it there isnodiago• Y '°•' '"-r ' 41:..'. '- •.(, Oj• nal bracing. Diagonal bracing s hould benailed 4i, -t O ' i'; .' ; / to the underside of the top Chord when purling SS. '.c4$' , .'• t' \ i are attached to the topside of the top chord. SCISSORS USS Frame '3 All lateral braces lapped at least 2 trusses. 4 or.greater SPAN_ MINIMUM PITCH', BOTTOM CHORD LATERALBRACE SPACINGr(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) trusses] SPIDF SPF1HF Up to 32' 4/12 15' 20 1 15 Over 32' - 48' 4/12 15' 10 1 7 Over 48' - 60' 4/12 15, Over 60' See a registered professional engineer F - D Dou glas Fir -Larch SP - Southern Pine HF - Hern-Fi, SPF - Spruce -Pine -Fir Ji, 5, N. Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. 10an 10 P0 1 Permanent Ps P0 7Ucontinuous1P_ 61JN 0 lateral bracing as specified,by the 11"A1h truss engineering. A 14 WEB MEMBER PLANE' Frame 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. WN&I SPAN • MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD ' DIAGONAL BRACE SPACING (DBs) trusses SP/DF SPF/HF Up to 32' 1 30" 8' 16 1 10 Over 32' - 48' 42" 1 6' 6 4 Over 48' - 60' 48" 1 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 a 0 2x4/2x6 PARALLEL CHORD -TRUSS Top chords thatare laterally braced can buckle togelherand cause collapse if there isno 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 Required T 10' or Greater I Attachment I Required —' J r. ro 20(Dgs) Tr SPF/HF@ 2 o•c. t-' •'All lateral ='- \\ • • 2, braces lapped II trusses,,.*:,' The end diagonal brace =t for cantilevered End diagonals are'essential for ` • = trusses must be. stability and must be duplicated on ' •. { " ` placed on vertical both ends of the truss system. !:I '.-' ' :T webs in line with the support. WARNING: F,ailureto',followtheserecommeniiations,66UIdresultjh - " M+, ." >' •s rs 'severe: ersonal iri'u' or, dame' e`to'trusses`•or'tiuildin s:"" 4x2 PARALLEL CHORD TRUSS:TOP CHORD. Top chords that are laterally braced can buckle together and cause collapse if there isnodiago- nor bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. ' 5 1 1V0 i IS T uS SJ 30' or greater Continuous Top Chord Lateral Bracef` Required 7— C 10' or Greater at least two 4 '` ' - : t, trusses. 0.' 4: End diagonals are essential -for, stability and must be duplicated on both ends of the truss system. Attachment Required — 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) TOP CHORD DIAGONAL BRACE SPACING (DBS) I# trusses) SP/DF I SPF HF Up 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 DF - Douglas Fir -Larch SP - Southern Pine ; ocHF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are lalerally braced can buckle together and cause collapse it there isnod iago. nalbracrng Diagonal bracing should be nailed to the underside of the top chord when purlins arc attached to the topside of the top chord. MONO TRUSS PLUMB I I I Truss f I Depth D( in) I - I 24• 0/ 45a 12 3 or greater I• I All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required I 10' or Greater Attachment t l RequiredIIWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. INSTALLATION TOLERANCES Bow Length L( in) I ...........::::.....:..:..::::::::::.:.............. . 1/ 4" 1' Lesser of L1200 or 2" D( in) 12" 24" 1 2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3 4" 7' 96" 2" 8. 108" 2" 9' I Lesser of D/ 50 or 2" ii Maximum Plumb Misplacement Line OUT - OF -PLUMB INSTALLATION TOLERANCES. 1 T L( in) L( in) LJ200 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) L/200 L(ft) 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1/2" 25.0' OUT - OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should AWARNING: Do not cut trusses. construction loads of any description be placed A& on unbraced trusses. Frame 6 00 1V`aronda Systems MARONDA SYSTEMS 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Far (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: 11 / 1 1 O,E, Job: MARONDA SYSTEMS Customer: WO:VALLEY SET TI:V': Qty:l DESIGN INFORMATION TOP CHORDS: 2X4 SP 32 __2z4'TMSVME1 RACINGRATLETfFUATTO-ME-- Pon— SOT CHORDS: 2X4 SP 92 OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF HHHIIh" bee" b"m an r. yo ,,uon',bald( by the drm Theh.b—goufasinf eesigpad arlrrnponslilieylbre,m,les". WEBS: 2X4 SP 43 THE SAME DIMENSION AND GRADE AS WEB; NAILED SUPPORTING TRUSSESl'yonrenh designs othemasiltsgerbythm. gad'ard°°iofibtd""`°'a°'ibjt°"B` TIC MUST 6E CONTINUOUSLY BRACED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED _ - VALLEY TRUSSES (TYP.) ( 1YP.) II I IIandthecorrectnessoraccuracyofthisinformatimait8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND t emyrcat eto.specific prejeetand .ccepssro BY ROOF SHEATHING UNLESS NOTED VALLEY AREA napomvbilityamarcimasconwlwith regard m fabricatipA handling, dipm. nt and irmalluion of trassn OTHERWISE. FOR 90% OF WEB LENGTH. 2XB BRACE REQUIRED n tnvbnbemde>ged.:" mvim.lb.ildml ON ANY WEB EXCEEDING 14'. COAIMON VALLEY - ON irrn 1.1995and VALLEY MEMBERS TO BE SET Denotes LINE edge Dr one lace NDS-97 to be incorporated" pan of the building design ir"Dnip'("ji"`°"` hitectca byaB"mal PERPENDICULARTOTRUSSES BELOW. denotes BOTH edge) or Both faces. IRt prufessi sebginar) Wbarreviewed for approval by theboildinj desi W n.edmi liadingsahownmonbe checked IXoretatthe dam shown are inage®tot IT IS NOT REQUIRED TO SHEATH TRUSSES 1 1 1 ONE BRACE REQUIRED ON WEBS > is 94.0' LONG with the local building codes. local climatic mora'Far BELOW VALLEY SET. VALLEY MEMBERS 2 ) TWO BRACES REQ'D ON WEBS > =128.0' LONG " wind nrscow load%project speeifrea" tioorspeeial applied loads Unless down. tress has not been designed PROVIDE ALL NECESSARY TOP CHORD fun storage ar occupancy loads. The design assumesVALLEYTRUSSESAREACCEPTABLETOBEeampressiunchords (top as bouom) arc coslin..dy bracedbyshnthinEadmotherwisespaified where BRACING. CANTILEVERED UP TO TWO FEET. MONOVAL'LEY bottom chords( tension aReath WHEN VALLEY MEMBERS ARE NAILED DIRECTLY yshouacd braced prepay applied rind ceilipg, they shouldbebraceduamaxim.map-W—fI-vis-- co"o"mWalnmaube bum 20 but dipped —fired Heel TO TRUSS TOP CHORDS USE (2) 160 NAILS PER I _ _aurliann b nuixer VALLEY IRUIBEt Yr.I maonfactmd gaage sal coming, ASTM A 653. Grade40. amther ammo owise sbown INTERSECTION, OR TWO FEET ON CENTER. I _ \ I ' FABRICATION NOTES WHEN BELOW TRUSSES ARE SHEATHED FIRST Prior to rabricstio4 to fabrk.mr shall re view this USE (2) 10d NAILS OR (1) 16d NAIL PER I '• SUPPORTING TRUSS drawing to verify that ibis thawing is in couforcuacewiththefabrtoicatorsplansandrailir. aeomionins INTERSECTION, OR TWO FEET ONCENTER. I \ VALLEY TRUSSES (T Y P.) responsibility for such verification. Any d:•-•epauseIat are to be pal in wridog before atdng nc rabricaioo Plasn shall not beinsoau.dova molboles.limits atdistorted IF LESS THEN 3.0.0 THEN MOVE I COMMON OR GIRDER grain. Members shall be cot fm tight ratting wood to wood bearing_ Connectmpl u.sallbeloatdanbothlbe.-1 DIAGONAL WEB TO NEXT PANEL. . • — — I• the truss ailh nails fully Imbedded and shall be sym .boa thejointmlessotherwiseshownA5:4pl.mIs5•wWa 4' runs. A 6A plate is 6' wide x I' tool Shia (bolo) It)WHENDIOAOHALWEEPRESENTUSE4%1PLATE ran ;raudtothe plate length specified Dsubtecataon v III WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE web members shall meet at the ceotroid of the wcb. adass otherwise down CnopeetmateSianarcmin®am pl VARIES COMMON TRUSSES (TYP.) sign based on the fortes show and may needto be U i0 1111 0 2x4 0 2x4 inere.,edrmcertain h,omi.l amfineracd..smess". VALLEY TRAPPING TO r 5 U $ BELQY( This wss is not to be fabricated with fl—laidam treated OR6x8 OR • VALLEY MEMBERS AT lumber unless otb—.ise bow Fm ddidaml bfarmnioaonQualityComm) r.to AMLITPI DIAGONAL WEBS REOUIRED WITH *4x6 4x6 3 x8 4x9 24' O.C. (TYPI 4' D.C.OE 1.1995 SPANS GREATER THEN 28.0.0 OR 3x6 4x6 ' OR PRECAUTIONARYNOTES 3x6 2x4 2x4 2x4 All bracing and aecdois recermmesdado" we to be Ibltowed in accordance with'Hwdling. Installing and 2x4 3x6 Trusses are to be handled with Bracbsir IDBniala 2x4 VARIES car•91 pae during banding urd bmrmins, delivery and 2x42Oinstallation to avoid damage Temporary ad pa =,M 0-0.4 O bracing fun holding snow in a stnilbl and plumb nJ position ..it for rmsting lateral fortes shall be designed installed Cmr.1 baodltnl is I` and by others_ essential ad reaionbraeml6ahrapreeruired.Normal preaadwry 3x8 2x4 2x4 2x4 2x4 4x102x43x62x42x43x6 action for aysxa regavn such Iaopoary bracing ea+inl ow 3x6 ow 2x4 Installation him'. moan to avoid toppling and dominaing- The sopmisim of erection of manesshallb. 3x6 4 x8 OR a 4x6 U under the .onwl of persons mpaiencad in the f 2x4 W installation of trusses. Professional advice shall be sought Coeantndmormrmna.tionroodsssotatbs. MAX 6.0.0O.C.ITYPI MAX. E•O.O,O. C.ITYPI 0 rneeded the design lmds shall not be applied to messes o arty time. MAX. TRUSS SPACING No loads ota thin the weight of to aestora shall be applied to uosmuntilafterad]fanasing and bracing is e BELOW a 48 ' 0. C. completed I SPANS UP TO 60.0.0 lot EXCEPT AS SHOWN PLATES ARE TL20 GATESTEDPERANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHZET. A COPY OF THIS DRANI14G TO BE OMN YO ERECTING CONTRACTOR. BRACING WARNING. M!!aronda Systems Bncins slowts an this dnaing is rote ec ionb urns gi db sting portal braclns or slmdm bneina,.rich h. pan of the building design tad which most be considered by the building designer Bracing stows is fun lwasil oppon of bun embess only toreduce buckling length. Provisions mast be made to anchor lateral bracing .1 ends and specified loc.lions determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of 7yl).Fw spnifie Nss hruing regairemalA eoneue building desipea.(Tnn Ins Irmiaee, TPI is bend .081 4005 MARONDA WAY Done oWye.Mdison. Wisconsin53719) Sanford, FL. 32771 407) 321-0064 Faw (407) 321-3913 TOMAS PONCE P.E. LICENSE 0 0050068 1005 VANUESSA DR. OVIEDO FL. 32766 Cont. 'support 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 Studs A 6-0-0 O.C. -- WOt VALLEY SET T I i V' 7/ 27/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA ' uanign: tear Anaiyexe Proriie Petri: C:\TEE-LOKNWork\Jobs\ MARONDA SYSTEMS\VT.prx DESIGN INFORMATION This despi is far an individual building component ad has been baud on information provided by the client. The designer disclaims any r..pormbilily for damages as a result of fully or incorrect mfonnalion• specifications and/or designs furnished to the toss designer by the client and he ce.ccmea or accuracy of this information as it may relate to a specific pmjml and accepts no sp rambithy or exercises no control with regard to fabrication. handling. shipment and installation of tmss s This Vass has been designed as an individual building component in accordannee with ANSUTPI 1.1995 and NDS-97 to be incorporated n pan of the building design by a Building Designer When reviewed for approval by the building designer. the design loadings shown must be dusted to be mat that the data shown are in agrmnrnl with the local building codes. local climatic records for wind or snow bads, project specifications or special applied bads Unless sawn. cuss has not been designed for storaje or aaapancy loads The dcrpn assumes compessuan chords (rap on bottom) are comimucusy braced by snathmg unless otherwise specified Where bottom chords in torsion are not Polly bracd literally by I properly applied rigid c6lirig. they scold be braced ata muimvm spaingof Io,4r o.c Connector plates sell be mahnrbcmd fro m 20 gorge hot dipped galvanized tied moving ASTM A 653. Grade 40. unless otherwise scum. FABRICATION NOTES Prim to fabrication. the fabricator shall renew this drawing to verify that Ws drawing is in conform— with the fabrxatofs plans and to realize a nonurning responsibility for Such verification. Any discreparcies arc to be pat in writing before ceuing or fabrication Plato Mail not be Installed over kactholes. knots or dismned grain. Members shall be an fat tight Elting wend to wood bearing. Coma. plates shall be looted no both faro of the wsa inth nails fully imbedded and shall be a)-. about the join, on,m otherwise show. A 5x4 place is 5• .ride x 4' long A 6a1 plate is 6- wide it I• long Slots (holes) ran paralld to the plate length specified Doable cues on with members shall men a the centroid critic vein unless othenisc shown. Cormector plate sizes arc minimum sins based on the forces shown and may need to be increased for chain handling and/or erection uresso This truss o not to be fabricated with fire raardam Vested lumber un,ess othm isc dawn For additional mfarmalice on Quality Corarel refer W ANSUfPI 1.1995 PRECAUTIONARY NOTES NI bracing and erection recommelaucns are to be followed in sewrdance with accepted idosuy publications Trusses are to be handled with panicalar care during baling and balling. dclivcry and install w avoid dmragc Tanp ..y and permanent brain; rot holding imssn in a straight and plumb position and for resistiog lateral forces doll be designed and installed by others Careful handling is essential and motion bracing is always reaquired Nonnnal prmutionary action for tmsses reclaim such temporay, bracing during installation betwmh trusses to avoid toppling and dominouhy The sapervisien of a extion of umstis shall be matter the control of poem experienced in the installation of wsses. Professional advice shall be sought if nedc 1. Concentration of constnxlion bads greater than the design Inds shall not be applied w mates at any ume No loads other Nan the weight of the aaton dull be applied to uasso InVI aria all fastening and bramg is completed Job: Customer: WO:HIPDETAIL TI:HIP HIP TRUSS BLOCKING REQUIREMENTS APA-FORM NO. TT-0E3 SPAN RATING AND BLOCKING RECOMMENDATIONS FOR USE OVER HIP -ROOFS SUPPORT AT 24' 0 C Roof Slope Panel So en Retina 24/10 32/16 40/20 48/24 1:12 OK OK OK OK 2A2 OK OK OK OK 3:12 OK OK OK OK 4:12 OK OK OK OK 5:12 3.4ait2OKCa1' ,— 0K 0K OK 6:12 OK'..`: : 0K 0K 0K 5:12 61r 0•K,rq!r,; 0K 0K 0K 7:12 tt>'eOK:A'v_'- 0K 0K 0K 8:12 73.c::A w ' * 0K 0K 0K B :1 2:: O K' ivOJC . 0 K O K 1 0 :1 2 4dtn'Q- '3 e ?:d f f: w? :O.Ki r ; = OK OK r-1 74tzk:_0 K%s,..'4 0 K 0 K i:: i1'O•K:i : O:K_ "c1 - _ r:':0 K• .-+ 0 K 13: 1 2 vL ': 4c i:OJC<; *;: -. L ::0 K-0-jk 0 K 14 : 12 a7 :: t_01@:'• ::3 r -i 9iKt . :=k 0'KF- , t'< yTi: O K° e,>.!' JK\ 5/ 12 (1)TO THHIP TR7/ 16" OSBSHEATHI Lmarionda Systems 4005 MARONDA WAY Saitford, FL_ 3277L 407) 321-0064 Fax (407) 32L-3913 TOMAS PONCE P.E. LICENSE=0050068 367 MedslBon PL Clnahsota• FL 32796 NOTE: if IADED ARPA REQUIRA 2X LUMBER BLOCKING BETWMN TRUg3 AT UN SUPPORTED PANEL ROOFE (N )UP ROOF ARW 2X BLOCKING TYP NAILED W/ IOD 12.O.C. 6/ 12 OR ABOVE 2) 2X ONE FROM A ONE BACK OF HIP TRUSS NOTE- NO BLOCKING IS REQUIRED ON 4/12 AND BELOW PITCHED ROOFS WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, Dwg- Bracing shotin on this draiiing is not erection bracing. mid bracing, portal bracing or similar bracing much is a prior Dsgnr : TLY Chk : the building design and which most be considered by the building deshpxr. Bracing shown a for lateral Support of truss members only to reduce bucUing length Provisions most be made to anchor lateral bracing at ands and specified TC Live 16.0 locationsdmerrmuedbythebuildingdaip,a Additional brocingofthc overall snetum may be repird.(Sa HIB-91 psf of TP1)For specific tress bracing requirernents, contact building designer.(Tnss flan Institute, TPI is located n 53l TC Dead 7.0 D' Onilrio Drive. Madison. Wisconsin 53719) psf Conponan Engineering by Truss Engineering Co. P A, 313 Snondsidc Rd. Edenton. NC 27932 BC Live 10.0 p S f BC Dead 10.0 psf TOTAL 43.0 psf Qty: I PRE - ENG D TRUSSES WO: HIPDETAIL TI: HIP 11/ 2/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.32-O Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\Job-1\COMN-l.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:F1 Qty:l ' DESIGN INFORMATION This design is for an individual buildin6 mmponml and loss be. based no inlvmtim prided by [be dlml The designer dsdaims any rapanvbdily for dames ss a result of faulty as (omrsm inloroutim specifications and/or design 0anished to the truss designer b)the dim and the artmress or accuracy of this information a d ma) rebut to a spatfe project and accepts to respOnstbshq m eescisa no control wish regard to fabriatiaa ha sdlsry, shipment and inatalWiao of trims Thu trim has been desugrd a an iodnidel building mmpoom in aacosdaaz uiLh ANSVMI 1.1995 and NDSA7 o be iaaporamd n pan of the hnldmg design by Building Designer. When misted fur appmti b)' the building designer, the design emdinp -boon mum be 0dt.trd o be sure than ttr dui shown arein ap®em with the local huWrng codes, local edimatc records for mad o, —bads. projeccr sparuuom orspecial apple Imes. Unless sbotta um bas not been designed for storage or —apaoq load. The design ammo moalpremao dtad ( top or batons) are mumomly bad b) theaWing unless othern a speared. Where bottom chord ut ustsrm an, not tint braced laterally by papery' appled rigid oabng. the) should be traced "a in— spacing of 17-W o e Commas Plmes shall be nenja.stare t form 20 pugs M dipped phanind stal mmlry ASTM A 653. Guide 40, unkss otb.nix shown FABRICATION NOTES Prior to bbriatim the Lttriaor shall mica this dewing to % city that thins daniug is in mnformace will, be fabricator' s plans and to nalut a Continuing rcsponu lit) fa such %ctflauoa Am dscaepma art to be put in wruing before sating or fabrimm. Flaw sball our be installed rust knalhoks. trots or dmorlyd gran. Members shall be m far tight fining wood to wood bmring. Cmmector platy shall be Wooed a both fans of the tray nub seats IWy imbedded and shall be s)m abort thepint not= ahcruue shnta A 5%4 plane is 5' u%de x 4' lung. A 6d plate is 6' wide x I' In.& Sias (holes) run pbrallel on the plate kopb sp= . Dadk ors on nth members shail mat at the ®troid of the rinds unless ahen%tsc shone. Connmm plane sots ace minimum size hssrd on the form shown and ou) ®d to be increased fa certain baadirtg and/or amen stresses. This trim ism o be fabriate d utW fine retard= lined lumber unless aheirom shown For additional mfamaim on Qnalty Control ref. to ANSVIPI 1.1" 5 PRECAUTIONARY NOTES All bracing am erection rmmsmeodations an, to be falloutd in aoowlaae nith accept ed indmtr) padllatioai Trt> sa are to be hammed wiW partrala are during banding and handling. ddnc) and 11af1,r,. to pond dawge. Temporary and pentmntmt bracing fa holding trusses W a straight and plumb po nation and for reslwny biers! foxes shall be designed and inrstallad by otter Careful handling is es ,aibl and eratim bracing is alwa)s regursed Nossaal pratdioualy Acton fa troves acquires such tmpaa) bradag during installation bernm tresses to ndd toppling and man aoing. The supminon of erc.im cf trusty shot be undo the control of peas® a encoced inWe installation, of um hofessio- 0 ad6oc -bat be nnW tf mhd Co oemntton of maasmroo Wad gin. tban to dmp Inds -hall not W aWd to tomes 0 Roy una, No lords other than the acigbr of the.moa -hall be apoled to usma =W after all f—ing and tracing is TC: 2x 4 SP a2 BC: 2x 4 SP A2 WB: 2x 4 SP 63 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(s). I.Span 0.14/354 0.12/434 2-1 Soriz. 0. 00 0.00 NA Max DL Deflection L/999 = -0.03 Long term deflection factor = 1.50 3-8- 8 COSMETIC PLATES ( 12)1.5X3 1) or (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Lost BSet Vert Horiz Uplift S Type 0- 0- 12 1 184 0 -260 B Pin 4- 8- 0 1 196 0 -277 B 8 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 l 2 3x4 4- 0- 0 I I 184H 1. 50" 196H 8.00" 4-8- 8 4 3 0-3, 8 4-8-8 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: Laronda SystemsntsboCowWudrawmgumaccuoubr=ng.nindbnanspmWbradngmumgzbnanguhrbisapunof We bwWmg design rind n hch rum, tr ama.a^,..1 b) We huWttg daigiv. Bracing -Mtn u run fatal mPPm of m... atmWs cob tored: budling kngib. Psmisiom ® be made to antder Local brmng an ads and sps9ftrd Lam determined b) the building design.. Additi®1 bracing of We mtrall structure ma) be required (Sec HIB-91 ofTPI).For spectfec truss bracing rcquirtments, an= budding deaeguertrrss plate heat= TPI a looted a5g7 4005 MARONDA WAY D'Oafrio Dd%c.Madisao.Wtamvn 53719). Sanford, FL. 32771 casa Engi—mmi W. Trim Ettpomiog Co. P.A. gig SrnuM"dc Rd. Ed— NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE Is0050060 367 MedaIDon FL Chad toba, FL 32766 toint 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, CiC, V= 125mph, H= 15. 0 ft, Ica 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl Ian 5.0 ft W- 5.0 ft Truss in END cone, TCDL- 4.2 pat, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Ma: Tension TOP CHORD 1-2=-92/134, HOT 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 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10:0 psf Code: FL. Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:FGRD3 Qty:l DESIGN INFORMATION This design is for an indhidoal Golding oam, and has bens based an informatm prmem ikelbythedi. The destprer dnsetamms an) mpons0iln0 for damage as a result of alp or incorrect mformatnn, specifttatiom andfa designs furnished to de tress designer b) the diem and the correctness or accunry of tin infarmatioa as it ma) relate to a Weak Project and aM.0 m rap0nsibWo or exercise no mmnol mxh nyrd to roinotiao, bamlmg sbipmem and -Nation of tsassics. Thu tuns has been designed as an ital idtul building compmem in accordance, ouh ANSVIPI 1.1993 and NDS- 97 to be inwrpmued a Pan of the building deign b) a Building Dn9gm. Wbw mi-d fm apprmad by the building designer. the design loadings sbonet mug be ehedcd to be sum that the data sb- am m ags®em uh the local building code load cbmuc reads for Mod m moo lords, prejeca specifications or special applied 1naas. Unless sboaa teas has not been deigned for dosage or occupancy loads. The design assuiae compneum crow (rap in broom) ane continuously broom b). shaming unless athem-ac specified Wb= bin= cbords in tensor are not ftdq boom lateralq q a property appdrd ngid mLuiL tbcy should be Gem it a maxim® spacing of l0'47' o c. Cm- plate sbafl be aunufmmed from 20 gauge but dipped gahnn eed stool naming AS(M A 633. Grade 40• unkv otbcm= shoun. FABRICATION NOTES Poor 10 fabriatwt the fobnator shall mum this draning to \=Lr) that this draut in$ is 1n conformance %uh the fibriatds plain and to rerlia a ®timing respomibibq for neh senfiaim Any dmcrtpande are to be Pin to unting before cutting or Nbrramom. Plates shall ram be installed met knnthalm kmu or distorted Vain Members shoal be can for tight Biting mind to oeod baanng. Connector plate shall be loam m both faro of the truss with nails fully mmbmdcd and dull be s)m. about the jail =less otbeuise drown. A 5c4 plate is 3' side x 4' long. A 64 plate is 6' wide a 9' long. Sloe (boles) nor parallel to the plate deoph ryeemfird Double ana not net, mutui. sl dl mat at the eemraid of the sets unless otbnnsise sbonn Connector Plate siPB are m+ntnot decs based m the (urns dmsm and may need to be m increased for certain handling amdfor ere cuon str® This inns is oa to be fabriam uitb fine mordant tend lumber anlm others- shour Fa addnuonal mriomnatioo co Quabr) Comrd ruler to ANSVTPI 1. 1993 PRECAUTIONARY NOTES All bracing and =aim racommematiom are to be fououd in accandsoce uuh aaxpted indrmsy pmlialtions. Trines arc to be handhd oath particular are during banding and Grodlnns ddnvy sad installation to nand damage Temporary and Permanent bracing for hddmg tmssa in a straight and plumb podtim and for resisting Wend farm shall be designed and i-11 bothers CardW hamming is essmml and erection bracing is ahs>)a required- Normal Precautionary action for time requires web Renal bracing mitring an. t.t.o beam incises to nod toppling and dontimmng. The superai of crest m of Ur shall be wrier the control of perstffi a Pmenced in the inst- lim inn of train. Praf®ooal adAim shall be mogN if waded Comeemnatm of construction kris groan than the design loads sball not be applied to incises at any time. No Gads mho t6mm the ueiglu of the creation shall be pp. tot® tiuntilafter all fa - -, and bracing is TC: 2x 4 SP t2 BC: 2x 4 SP 82 WB: 2x 4 SP N3 GBL: 2x 4 SP 43 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. L. and R. End verticals designed for wind WndLod per ASCE 7-02, CLC, V= 125mph, Bec 15. 0 ft, 2= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Typeee encl Lea 14.7 ft Wet 10.1 ft Truss in END cone, TCDL= 4.2 paf, BCDL= 6.0 paf 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. joint 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 trues has not been designed for ROOF to the face of the truss. PONDING. Building designer must provide In -Plant Quality Assurance with Cgcc 1 adequate drainage to prevent ponding. (0.25 MAX. REACTIONS PER BEARING LOCATION----- in./ft. min. slope to drain). Trues must be I-Loc BSet Vert Horiz Uplift 2 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=-82/112,2-3=-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 BOT 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 Weba 12-1=-56/85,11-2ce-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 6 316 4- 0- 0 I ns• I t I I 71ti 1.50" Ak I EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Laronda Systems13nnGildngdmwmmthisdrasiogisouterecom.bran& wi dbracing, portal dngor similar bracing WGeh u•pan The rag dingoandohkmlehraconsideredb) tichruldmgdesrgoer. Bracing shn n fee latend s gymt or truss Degnr : TLY Chk membett ontoreduce bueklmg leaph. Pm s;om tram be made inarcbee lateral bracing at ends and specuam loawmdeterminedbythebuildingduper.Addiu-1Inaangofthe .-Hstructure m.)beregrsird( SotH1B-9l TC Live 16.0 pBf For h- tionew G Plate I mTPI s laad usgl 4005 MARONDA WAY nomafnoDnl,d-.V sl719iTC Dead 7. 0 pBf Sanford, FL. 32771 Component Engi erg by: TrussEngimarimg Co. P. A . 919 Somdade Rd Fdemo4 NC 27932 BC Live 10.0 pBf 407) 321-OO64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a005006B BC Dead 10.0 p: s£ 367 Medamoa PL Chfdfo* FL 32766 mnmAT. Ai C ref Scale = 0.2855 WO: COV,4 TI: FGRD3 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:109 UPLIFT D.L. WO:COVK4 TI:FGRD4 Qty:l DESIGN INFORMATION Ibis design a for co indnimnl building and bvs bum based on information prmided by the d- The designer disdains am respon, ilt) for damages as a rau l of faWly or mmrrttl informwon, speeinarom adlor designs furnished to Ibe term designer b) the client aid the a rreaneo inaccuracy of the infornsatrm a i may rdate W a spedfic project ad KC*S oa responsibility or aansa m control nitb regard to 6hticaiorc ham" n& shipment and installation of trusses. Tbn tnm bin ben dmgned its an indniduil Author- m accord, pith ANSVIPI 1.1995 and NDS-97 W be ivcorpomud as pots of the building design by a Balding Designs Wbea rerx.d for oppmal b)- the building designs. the design Ioadags shun min be M-1, m be sure thatth dam shoo am m agr®em nith the local bu-m-g coda. loaddimauc records for wind or emu loads, project spaincatiom or stead applied loads undm shown term bads not beet designed fir storage or ouanpunq loads. The design assume compression chords ( cop or broom) are comimway bawd b) shahivg unless orb- spralkd. Wboc broom darts W t-sim are not IWh braced laterdty by prol,erl) applied rigid ailing, they should be braced d maumum sprang of IV-0' o c Caurmor plena shall be manufactured from 20 gangs lid dipped phanind sal orison{ ASrM A 653, Grade 40, omen othvwix Wean FABRICATION NOTES Pm m rabricalm the fabricatorshallmass Ibis dmumg to srnl this this diming is in collar®n¢ uuh Ibe fabricator's plam ad W rolia a mmiming respmstbrlrV forsuch -Martine "n, sc re;a^^^. are to be µal in writing b S= song or fabrimti n Plats shall not be mstalled mcr knotholes, knots; or distorted grain Members shall be cis for tight fining uood to word bearing. Covmctor pL== sMl be booed m bib lion of the term with ari full imbedded and stall be s)m about the )oim unless dhemise shun A 5c4 plain is V aside a 4' Wog, A 6a2 plate is 6'side a g' loog. Slou (hole) rim Parallel to the plate length spaifed Dot ble am on ucb mein. shall meet d the cemriid of the uebr uNm alit ise shorn Connector plate size are mincer,.,,., sines Weed m the forces shown and ma) .it in be inernsed for insure ladling ad/ or enunnm sr Tbis Imo is not to be fabricated nub rase retardant uaml limiter mkss othcm= sbmso For additional inforrisumm Quality Comm) ruler W ANSVIW 1.1995 PRECAUTIONARY NOTES All bracing ad creams remmmeodarom an to be folbud in accord, with acocpted idmlo publiadiom. Trusty are to be handled oath particular ran during bulling and bundling, ddnvy and inst-11 .... to void damage. Tempinr) and pnmavem bracing far holding tames in a straigb and plumb patron and fm misting lateral forces shall be designed ad carnal b) others. Careful handling is esssatial and ermim bracing m aluap r quimd Normal prccaagaar)• aims for tenon rapra such tairporsir) bracing during in staBatim ban m trusses W ssoid topping and domunmg. The srtpen si of aecum of uuoes shall be under the control of persons cgicrenced in the insdW Wo of Imm Professmal tlsia shall be mutW d needed Coraccoudion of oansri, ctine loads {maser tbaa Ibe design bads shall not be appied W bosses at any un,e. No loads other than the uelgtu of the tenon slid] slid] be sppied in ter® mail alter W f--,ng ad bracing is TC: 2x 4 SP 92 BC: 2x 4 SP 92 WB: 2x 4 SP 93 GBL: 2x 4 SP 93 Unbalanced load case(s) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. This trues has ben designed for mind in the plane of the truss only!!! TC. ..E'ORCE..CSI. Cr .. BC. ..F'ORCE..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 COSMETIC PLATES (24)1.5K3 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, Kct= 1.0 Bld Type= part L= 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 Horis Uplift Y 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--------- C LL TL C in./ Ratio in./Ratio Jnt(s). C 1. Span -0.02/ 755-0.05/999 4-5 Horis. 0.00 0.01 NA Max DL Deflection L/999 = - 0.03 Long term deflection factor = 1. 50 3x4 4x6 3-TO-0 3x4 114 0- 3- 83x4 10- 8- 0 11.50 3x4 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, HOT CHORD 6-5=-79/ l05,5-4=-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 n ISIN 1.50" 56H 8. 001' Stud Q 2- 0- 0 188M 8.00" 10-4-8 6 5 4 10-8- 0 C/L: 4- 8- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a ro n d a Syst e MS hco Bracing sun on this dmuutg isterectionbriccing, aid bracing, ponal bracing or similar bracing u hich is pan or the building desip ad uhich met be omis red b) the building dmgner. Bracing span is for lateral sttppon of trim membm only m remade buckling kogtb. Prrnmms min be made m aacbor banerd bracing atends ad speafred Wciums Aaermmrcd b) the budding designs. Additional bracing of me oaten structure m3 be rratuied (See HM-91 N TPI I For spenfrc mtA bracing ngoiremcms, conun building designer Ram Ram Insuute, TPI is local at 533 4005 MARONDA WAY DOnofno EZ Madeon. Wuceasin 53719) Sanford, FL. 32771 CoiWoiem Fngimering b): True Engiaaing Co., P.A. S tS Soundside PA Fdemo4 NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MM50068 367 Med2fflm FL thuhmita, FL 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\Jobe\COVK4\COVINGTON K 4\FGRD4.prx I I I Job: COVINGTON K 4 Customer:106 UPLIFT D.L. WO:COVK4 TI:FGRD5 Qty:l DESIGN INFORMATION This design is for an indnidu ed building mogroocN and hers been basil on information prorided b) the deem. The desigier diaiai® ay responsibility fee damage as . result of fonlly or incorrect ioforontion, spcciffamones and/or designs furnisbcd to the trim designer by the diet and the cotTmncss a accuracy of this informatm res u mq rime to. specific pram and accept- m respo®biti7 or exudsa no control pith regard to fabriaumL htodling, sltiprcm and nimallesdoo of uime. This true; has been designed ss an indnidonl building courponmt in accordance %ith ANSVTPI 1-1995 W NDS-97 to be incorporated ses pun of the building design by a Building Designer. When mieued for app-al by due building dmtner. the design loadings shoo. inns he the km to be sus that the data shoo. ore to ag®mt with be local Aulding code& local drrruuc reards fin wind a mow ladx props sp cdkadom or special applied lads. Unless shmA trim has our been designed for saorage or omWaa) loads The dingn amann ca¢r®m chords (top or bosom) are ooruweuiuly brained by sheathing unlm othouise specified. Where broom chords in tmsoo are oct MA braced laterally b3 a pub &Wad rigid -tiers they shcold be brans/ in maamim spacing of 10'-0' o.c. Ceianmor plates; shall be manufactured from 20 gaug boa dipped gahvtiad steel meeting ASTM A 653. Grade 40. unlm chemise show. FABRICATION NOTES Prior to fahvuut, the fabricator Nall miss tbu draosng to serif) Was the; dosing a in eonformaree ratW We Lsbrialora pla16 and to re tin . continuing Vormbilaly far such -fiadon AM docicpmicies are to be pm in writing before aatmg or fabrication Flares shall not be insallad as knotholes, kmrs or dutoned gsun. Members shall bead for tight Going shod to wood bnrtng. Comm- plain shall be loaded on bob boa of the truss with runs full) inabcddcd and shall be s)m about the pim unlm oWcruise show.. A ss4 plate u s' ode x V Wng. A 6d pL= is 6' wide x t' king. Slots (holes) rim parallel to the plate length speehd Double etas on orb members Nall sued at the cemrod of the ueha aim otherwise shorin Cmncctm plate sim are minimem sirs based m the form shoran and mat nail to be wciasad for certain haidbnt and/or er=rco sums This trim is out to be fabricated wtW fie retardam noted amber mlm athmisc shoo. Foraddniecal informal= on Qndit) Corium term to AN5 VfPi 1. 1995 PRECAUTIONARY NOTES All bncing and erection teammmdatiom ere to be fawned in.oaiaaaa nib occeped irdinary publications Trusses are to be handled uib patuetdu case during banding and burdlins delnc3 and i- Ilerimo to n.id damage. Two' and perms bracing fin bidding crimes in a straight and plumb pmtim and for raising larval form small be dmt.M andwsalled by cthers Candid h-hog is esseond and erection bracing a doa3s required Normal preautiomty cti0% for trim raluims such tempaar) bracing dvnng Tnsdlation beers en truss to mud toppling and domiains The siWem- of ermion of truss shall be miler the amrol of puma esperised in The installations of trusses. Professuioal a&= shall be sought ff ocakd Cm®trmim of ansruciioo Inds Rater than the design lads shall net be appld To tomes in am ume No lads other than the %eight of the actors Nil be split to truss until afterdl Rising and braciag is TC: 2x 4 SP 02 BC: 2x 4 SP 02 WB: 2x 4 SP 03 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 2 Type 0- 5-10 1 0 0 -93 B Pin 4- 4- 8 1 0 0 -107 B H 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 Max DL Deflection L/999 = -0.02 Long term deflection factor = 1.50 3-8-8 I 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 User defined loadcases have been considered in this design. 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- 2 124 0.20 C 4- 3 124 0.02 WEB. ..FORCE..CSi. Cr .WEB. ..FORCE..CS2. 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-i 0-3-8 3x4 30 4- 8- 8 2x4 4-0- 0 I I 1 I 93H 11.25" - 107H 8.00" 4-5-0 r. 4-8-8 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: M a ro n d a Systems Bracing shown no this drawing ism erection bracing. wind bacny portal bracing or similar bracing %hick is pan of the building design and which read be considered by the Golding designer. Bracing Nora. is for tiers/ support ofass nun bus od3 To rebee budding IerugR hmisions must be Dude to -1- lateral bracing at ends and sp=fd wmmuma determined b) the Golding designer Additional bmoat of the merall snaarue mar) be squired (Sce H]B-91 of TPIffo 4005 MARONDA WAY D'OradrwDmmfstruss Madison. Wseennin3337719 contact Plotsl 9 ^- TPI is1rid u593 Sanford, FL. 32771 Compooem Eagin.. ingb3. Tross Fogi_rrerin, Co. P.A., tit Saund; Rd. Eduuoo.NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $ MO50060 307 MedaBlon FL 6huhsota, FL 32764 Joint 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, CiC, V= 125mph, H= 15.0 ft, I- 1.00, Eacp.Cat. B, Kxt= 1.0 Bld Type= encl L= 4. 7 ft W= 4.7 ft Truax in END zone, TCDL= 4. 2 paf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=0/ 124, HOT CHORD 4-3=0/ 124,0-0=0/47, Cr Webs 1-0=0/ 97,0-0=0/50,0-4=0/3, C 4-2=-5/0, 3-2=0/107, C Scale = 0.3625 Eng Job: WO: COVK4 Dwg: TI: FGRD5 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\Jobe\COVK4\COVINGTON K 4\FGRD5.prx I I I Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:G2 Qty:l I DESIGN INFORMATION Thu deign u fa an,adnaWal building componma and has been based m information pmssded b) the chins. The designer dtsaaimf ao3 tepm,%lity for damps as a resma of fairy or incorrect imfam+._=_ spmfiutiau and/or deigns famished to the trust dmgnc y the diem and the wren® or aaarocy of this Information a it ma) mime to a spmfw pm)ca and Wow co responsnbiluh in exemses no control with regard to glinting hanMm& shipment and installation of truss. This trust has been designed a an trail-t col Golding Compnna- in aaordana niLb ANSVfP1 1-1995 and NDS-97 to be incorporated as pan of the Molding deign y a Bnthd,ng Designer. When mimed for apit mil by the building designer. the design Loadings Worn mum be drded W be sure that the data shorn are in agreement nith the Local building Codes. local elimmm ra cords for i d or sort, Loads, project spmfaatmm or special applied loads Unless shorn. taus has not been designed for storage or omq ac) Inds. The design assume co-resaon elvds Imp in bottom) are comimaituly braced b) shathing onkest othemve spmfrd Whom bottom tdiords in tmsson are not fay bramd Usually b) a propuly applied rigid mLicL obey should be' ."a maximum spaConnectormj of 10'-0' o c.Connector plants shall be anuflacturea from 20 gauge hot dipped phauimd steel in. ASTM A 633. Grade 40. -mess otbm= shoos FABRICATION NOTES Prior in fabrication, the GMiator shall msem this dnmang to %easy that this dmstng is in aruf9rmsna atth Lee OMiatofs plans and to M21M a arni wing repmsMlit) for such %e nfioum. AM do crepooaa cane to be pm in arising bloc ailing or fabrioat Plates shall not be inssulw mer knothole. knots a dssated gala Membcs shall be ad fa light rhung 000d to wood haring. Connector plates shall be located on bah Om of the Lrvn sith mils fah imbedded and shall be s)m. about die jcim tiles cUrrvtse shone. A Sao plate is S' wide a V Wag. A 6d pLam o 6' wide c a' Img. SWu (bola) Inn parallel to the plate length specified. Double cans on rich member shall meet at the antmil of We nibs - 1- othernim shots". Cmarlor pale seau sareminimumsizes timed on the form sboan and may need to be increased fan aruin handling and/or eneetion stnncon This tnnss o m to be fabriatad with fire retardant treated lumbar nakn chemise sbmn Fortaat,,:.aal anfamatioo on Quality Contra refer to ANSVTPI 1.1" 3 PRECAUTIONARY NOTES AN timing and enmion neeoromemdatmm are to be rw-m. dui .ocardana n,1h .capted tnmmo ptbNauom Truster case m be handked ntth portsalat oduring ing M drugand b=dl,,g, dolma) aid natka ta nnid damage. Tempaaq aed permanent bracing for holding amasses in a straight and plumb position Mail for g La teral form stallbe designed and uncalled by " thus. Canehd haedliug u essemb and minim bracing is alwa)s required. Normal p icautsmaq cum for trusses requires sash teslaoratJ briactN dining 11sti.t be neco trtmcs to maid toppling and doonming. The shall be under the control of persons egeneoced ,n the nnsaffi- of trusses. Professional wha:e shall be nought d rseeded Cmrmsassm " f co sUr Lam io b grata than the designs Wools shall no be appsd to tries at any Lime. No Wads ode than the ucghi of the acmes shalt be applied to trusses until after all hsmng and bracing a TC: 2x 4 SP $2 BC: 2x 6 SP R2 WB: 2x 4 SP 03 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 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 116 0.11 A 13-12 39 0.15 2- 3 219 0.12 A 12-11 101 0.16 3- 4 283 0.09 A 11-10 101 0.09 4- 5 280 0.10 A 10- 9 101 0.10 5- 6 162 0.08 A 9- 8 101 0.17 8- 7 39 0.16 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(a). L.Cant. 0. 00/999-0.01/999 1 I.Span 0. 02/xxx 0.02/xxx 9 R.Cant. 0. 00/999 0.00/999 6 Horiz. 0.01 0.01 NA Max DL Deflection L/xxx = 0.00 Long term deflection factor = 1.50 3-11- 8 3-11-8 1 2 3 4 5 6 6. 00 4x6 6.00 2x4 3x4 2x4 2x4 2x4 2x4 420M 1.50" 2x4 363H 1. 50" 7-11-0 13 12 11 10 9 8 7 CANT: 1- 2- o -10- 8 8- 0-0 R0-II- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng 11- 2) REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: L a rondaSystemsBracingshoamonthisdrawingismereatoobradag, need bracing, portal bracing or amilar bracing ul ch m a limn o< D 9Qnr : TLY Chk she boild,ngdeep .dd m bich corm be considurd b) the Molding deag-. Bracing sling. is fa lateral o*pw of trust members onh toto&= buckling Length Prawns ® be mole to awha Lvml bracing at cods and sport Lo= in ofetemutied bj the building dot,per. Additional bradag d the merall structure ma) be required (See HIB-91 TC Live 16.0 psf 4005 MARONDA WAY oonoirioDr,Mad Mwissom,ns3719> gr Phase lnsumu 1 is Waled atsa3 TC Dead 7.0 psf Sanford, FL. 32772 Component Fngiomiog b)- Truss Engiotaing Co. P.A.. f 1a warad=n. Rot Fdentm NC 27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE M0050069 BC Dead 10.0 psf 317 MedaMon FL l:Mducits, FL 72706 1 TOTAL 43.0 psf MULTIPLE LOADCASES -- This design is the Unbalanced load case(s) have been checked. composite result of multiple loadcases.-joint Locations L. and R. End verticals designed for rind 1) 0- 0- 8 6) 7-11- 8 11) 2- 0- 0 WndLod per ASCE 7-02, CiC, V= 125mph, 2) 1- 3- 4 7) 7-11- 8 12) 1- 3- 4 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 Bld Type= part L= 66.0 ft W= 7.9 ft Truss 4) 4- 0- 0 9) 6- 0- 0 in END zone, TCDL= 4.2 paf,.BCDL= 6.0 paf 5) 6- 0- 0 10) 4- 0- 0 OAR. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension X-Loci BSet Vert Horiz Uplift Y Type TOP CHORD 1-2=-98/l16,2-3=-140/219, 1- 2-12 1 420 0 -638 B Pin 3-4=-136/283,4-5=-135/280,5-6=-124/162, 7- 3- 8 1 363 0 -542 B H Roll HOT CHORD 13-12=-29/39,12-11=-51/101, PROVIDE UPLIFT CONNECTION PER SCHEDULE 11-10=-51/101,10-9=-51/101,9-8=-51/101, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 8-7=-29/39, 13- 1 -144 0.07 C 10- 4 57 0.01 C Webs 13-1=-144/134,1-12=-82/160, 1-12 160 0.05 C 9- 5 250 0.06 C 12-2=-144/223,11-3=-44/159,10-4=-44/57, 12- 2 223 0.06 C 8- 6 299 0.09 C 9-5=-100/250,8-6=-153/299,7-6=-360/307, 11- 3 159 0.04 C 7- 6 -360 0.11 C CANT: 0- 6- 12 Scale = 0.4150 WO: COVK4 TI: G2 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\G2.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HS1 Qty:l DESIGN INFORMATION This design is for en indrssdtal banbing m and has lion based on information ptmided b) the chem. The desigm diW rims ay respa¢sbihq for damages a a result of radt) or teemm infmmaua4 specie- m an Nor design fiamshed in the irtm deagn by the diem and the correctness w aoouacy of this infarmviao in a may relate to a specific Project and wDgxs ne rtsponvbihp or ewctsa an control uiN regard to f linatioa haling, shipment and irmalbuoo of ulism. Thu truss has been designed a an rad-laid lap" component In accordance unh ANSVrP1 1-1995 and NDS-97 to be incorpaatd as Put of the bolding design b) Btildrng Designer. When mswd fin approt'al by the bolding dmgrcr. the design loathe sbon n mom be checked to be lure thin the data shone am in apmrcru urth the local building nodm local clutatic records fa raid or mots Icods. Pm3m spealiiatms or spinal applied Inds. Unless Nona i min has not been designed for storage or occuParc) loads. The dcap resumes compraune chods (asp or bosom) a a moumad) brad b) shesthiag tames abmise spocirmi Whm baton chords in tension are and N13 braced laterally t5 properly applied rigid ceiling, thc) sbald he braced at a asma<imspo in, or I010• o c. Connector plus Nan he mamm6nartd from 20 pugs has dipped phi dad vier) mining ASTM A 653. Grade 40. tmlas ahentise shone. FABRICATION NOTES Prim to fabrication. Ne fabricator shall mien. this dinning to svify that this drauing is in conformance wish the fabsiames Plain and to rdma a comirmng respommDihi) for such saifsatm. At) ducepames are to be gin in opting bet. coming or fabncasioet. Rate Noll m be initialled rev knahl4 knee or distorted gram Mattes shall bean fa tight filling nod to need besting. Connector pain shall be loatod on bah fain of the tram with nails folly imbdded and shall be s)m. abnes ih pint -inks othatnn shun. A 5<4 pWe is 5' unde < V Immg, A 6,11 plate is 6' Hide < 9' In.$ Sloe (holes) ism parallelto de plate lench mymfid. Dotale ass on rich merti. Noe min an the cosmid of the Ochs roles ahcruis shoo connector Plate sizes am minimum urn bald - th ram Nasty tad may aned m be tocasd fa certain handling anchor creoion sty. This trim a ore to be fabricated pith rim resamanl treated himber uden oitertsise shown Fa additional n,..,.•,1,+ r on QmitO Coauol rder to ANSVrPi 1.1995 PRECAUTIONARY NOTES All brainy and erector recommendation are in be follond maccordanceaccordance, with aeepd indmtq Wicotionhadld ash PanecoLv are during boding and bundling. ddnvy and imailation to unid d, T Tempaan and peimanem bracing fa be" limn in a sarugN and plumb posrdiso and for msiviag load form shall be designed ad installed b) otters. CardW hatdbog is esam , ad section bracing is dna)s regnird Normal preamioar) action for tnmrs requires such temporar) bracing during installation bdneen comes to avid toppling and domimi ig. The mWentson of aasioo of oases shall be uda the control of pawn eiperienmd in the i, 11" W, m of ire Pmfesvmal adds shall list tmtgm f aesded Coneauuim of mvatonioo bads grata than the dmp leads shall ore be applied to lima an any d= No loads other don the uright of the cAdaa NW be applied m toms mail aRa W ftaening and bracing is oortylet TC: 2x 6 SP $2 BC: 2x 6 SP $1 D 2x 6 SP A2 10-11,9-10,8- 9 WB: 2x 4 SP t3 2x 4 SP A2 2-10,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 59.0 ft W= 40.0 ft Trusa in INT zone, TCDL= 4.2 pef, BCDLer 6.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Man Tension TOP CHORD 1-2=-5257/2111,2-3=-3841/1592, 3-4=- 3376/1535,4-5=-3847/1593,5-6--5254/2111, HOT CHORD 12-11=-1787/4777,11-10=-1781/4776, 10-9=- 1038/3369,9-8=-1781/4773, 8-7=- 1787/4774, Webs 11- 2=-9/302,2-10=-1236/669, 3-10=- 458/1422,3-9=-1/19,9-4=-458/1426, 9-5=- 1227/668,5-8=-10/299, 10- 1- 12 0-6- 6 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: Webs Brace Pt Joint to Joint 1/2 2-10,5- 9 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(a) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T- Brace required on any web over 14-0". WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 11- 2 302 0.10 C 9- 4 1426 0.46 C 2-10 - 1236 0.73 C 9- 5 -1227 0.72 C 3-10 1422 0.46 C 5- 8 299 0.10 C 3- 9 19 0.01 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.51/908-1.01/460 3-2 Horiz. 0. 33 0.64 NA Max DL Deflection L/934 = -0.50 Long term deflection factor = 1.50 oint Locations 1) 0- 0- 0 5) 29-11- 2 9) 20-10- 8 2) 10- 0-14 6) 40- 0- 0 10) 19- 1- 8 3) 19- 0- 0 7) 40- 0- 0 11) 10- 1-10 4) 21- 0- 0 8) 29-11- 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 HEARING LOCATION----- X-Lost BSet Vert Horiz Uplift 2 Type 0- 4- 0 1 1760 0 -833 B Pin 39- 8- 0 1 1760 0 -833 B B Roll PROVIDE UPLIFT CONNECTION PER SCBEDOLE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5257 0.51 A 12-11 4777 0.76 2- 3 - 3841 0.57 A 11-10 4776 0.86 3- 4 - 3376 0.28 A 10- 9 3369 0.43 4- 5 - 3847 0.56 A 9- 8 4773 0.86 5- 6 - 5254 0.51 A 8- 7 4774 0.76 19-0- 0' Z 04 19-0-0 t 5 12 3 4 5 6 6.00 6,8 6x8 6.00 3.00 - 3.00 Face = 0- 2- 8 080 0- 8-0 1760H1760H 8. 00" 1760H 8.00" 19-1- 8 9- 19-1-8 2 1 0 0- 0 8 4 - 0- 0 EXCEPT AS SHOWN PIAS37& MiTek MT20 Scale = 0.1327 Lmaronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE Ps0050060 367 Munn PL 6huhiota. FL 32766 CAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 3ECTING CONTRACTOR. BRACING WARNING: acing Noun on this dinning is not aecimn bracing, and bong. Portal bracing or stmlu bracing u hich is a pan of Daddrag design and which mini be considered b) the building designer. Bracing sbonv is fin Wells sappon of nos mbm cad) to rcdacc hulling kapd Prmuions mast be made to anchor lateral brxmg at ends and sporifed anion determined b) the building design Additional bracing of the mera8 unvum ma) be regmred (Sec HIB-91 TPI) For sPmtc taus bracing rryoremems, canoe bolding designer from Plate lasiit= TPI is bated at 5113 Dnofrto Dusc hsadison. Wi=vnsin 5)719) nnpooent Enpoarmg b). Tram Enpaenng Co . P.A., a I k Soundude Rd. Fdemm. NC 27932 Eng Job: ( R-:9)COVK4 Dwg: TI: HS1 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: K 4 prx Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:HSlA Qty:l ' DESIGN MFORD1ATION Tbh dtsipt is for an indr id al building oa7mpoornm od has been based on nmfommanimm prcidd by the drenL The designer disclaimm arq responsibility for damages as a result of faulty or mcormcl mformat;an, specifiauoms auditor designs mmished to the tam desiper by the client and the co rmmm or aeaamaq of this toflrioatim a it may mine to a specific prole and amepl7 a respm9bdlt• or C a commit with regard to fabric m. handlin- shipment ad i-li mi- of"ime. This try has been chomped a an animal build rag moWoomt in aamrdamr with ANSMI 1.1993 and NDS97 w be incorporated as; post of lbe Wilding dmpi by a Budding Designer. Wbm rnsmd for appre a1 b) thc building designer. the dingo lodrngs shown am be h-ked to be sure that the data fhm m are in agreement wdm the local Wilding code. load climatic rcmrds for wind or inns lads, prycct spoor-,m® or spacial applied Inds. Unless shown tam has m been designed for storage w occupancy toast The Amp amain oa>mpressim chards (top or baba) lue -inea eery broad by seashmos - abernise specired Wbere bottom ebords in teatiom are ea fully traced laterally b) a properly applicd rigid rung the) shoved be braced "a maurmmen siring of 10'.0* o c Cormwetor plate shall be n,.,ured from 20 gauge bon dipped ph- zed said meeting ASTM A 653. Grade 40. trmdaf otherwise shown FABRICATION NOTES Poor to Gbriotian. the fatrmotor shall resew this craning to %tnf) that this droning is in conformance with the Gbrialofs plain and to raha a c mousu mg responsibilily for such senfiatia. Ao) dncsepande as to be pa in writing heron among or mw;atwn rote. hall na be innalld c,a k nothnlm knots in distorted grain Members shall be era fa uglu Bang nood to %nod baring. Cemmweror plate shall be bated on both fin of the truss wnh ails fully Imbedded and char W s)m abort the pia unless ahenise shone. A 5%4 plane is S' wide c 40ba& A Qa plow is 6• wide %r Ion& sloe (hoks) ram poralld to the plate length spe'n6ra Oca sins on verb mews shall r® at the oatouod of the wdx ucl-i calk.- shorn Connector OM sim are orintmua herd on the furca shown and r.) and to be trwwed for retain handling and/or erection susses This Ina Is not to be fabllatd %itb fire reardam tlatd lumber unless chemise shone Felt additional informnm on Quality Control refer to ANSVrPI 1. 1995 PRECAUTIONARY NOTES All bracing roll eratbn rmommmealioa are to be folloud in aocordama with ai liim t,A, pbhatian Tames are to be hadled aith panimlar are during hmdmg and bundling. ddnery and enswlaua to omd damage rerupurary and permanent bracing for holding times to a straight and plumb posotton ad fo mrmstiwg laneral form shallbe desiprd and tostalled by lithe& Clmhd handbag is esse Wand t7eetiom bndng is aln>)s required Normal precatmary action for trusses requires ach temporary bracing do+ng inmall-Am cow® trimcs to atoid toppling and doaicoin& The mper,iaon of erasbm of tame shall be under the mmn01 of persons ctpmerl0td In the innallatim of rnns<t Professional ad,ice shall be sougW if needed. Coommlamam of connmma lands grater than the design loads char not be applid to trusus aI any lime No leads other than the weight of the areetaa shall be applid to tram until aver all fatmi- and bring a TC: 2x 6 SP S2 BC: 2x 6 SP bl D 2x 6 SP A2 10-11,9-10,8- 9 WB: 2x 4 SP 83 2x 4 SP 82 2-10,5- 9,0- 0 0- 0, 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 125mph, B= 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 pef, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-5257/2111,2-3cs-384l/l592, 3-4-- 3376/1535,4-5--3847/1593,5-6=-5254/2111, HOT CHORD 12-11 1787/4777,11-10=-1781/4776, 10-9=- 1038/3369,9-8=-1781/4773, , 8-7=- 1787/4774, Webs 11- 2=-9/302,2-10=-1236/669, 3-10=- 458/1422,3-9=-1/19,9-4=-458/1426, 9-5=- 1227/668,5-8=-10/299, 19- 0- MULTIPLE LOADCASES -- This design is the 0 Toint Locations composite result of multiple loadcases. 1) 0- 0- 0 5) 29-11- 2 9) 20-10- 8 User defined loadcaaes have been considered 2) 10- 0-14 6) 40- 0- 0 10) 19- 1- 8 in this design. 3) 19- 0- 0 7) 40- 0- 0 11) 10- 1-10 Bracing Schedule: 4) 21- 0- 0 8) 29-11- 2 12) 0- 0- 0 Chords Max O.C. From To In -Plant Quality Assurance with C 1 BC 48. 0" 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per BC 48. 0" 22- 5-10 27- 4- 0 sec. 3.2.4 of TPI-1-02, for joint(a): Webs Brace Pt Joint to Joint 4 1/2 2-10,5- 9 MAX. REACTIONS PER BEARING LOCATION----- Bracing shown is for visual purposes only. X-Loc BSet Vert Horiz Uplift 7 Type Continous lateral bracing attached to 0- 4- 0 1 1760 0 -833 B Pin either edge of web(a) shown OR a T-brace, 39- 8- 0 1 1760 0 -833 B H Roll nailed flat to edge of web with 3"x 0.120" 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 -5257 0.51 A 12-11 4777 0.79 size, species, and grade as web. 2- 3 -3841 0.57 A 11-10 4776 0.89 2x6 T- Brace required on any web over 14'-0". 3- 4 -3376 0.28 A 10- 9 3369 0.43 WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. Cr 4- 5 -3847 0.56 A 9- 8 4773 0.89 11- 2 302 0.10 C 9- 4 1426 0.46 C 5- 6 -5254 0.51 A 8- 7 4774 0.76 2-10 - 1236 0.73 C 9- 5 -1227 0.72 C--------GLOBAL MAX DEFLECTIONS--------- 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(a). I.Span- 0.51/908 -1.01/460 3-2 Horiz. 0. 33 0.64 NA Max DL Deflection L/934 = -0.50 Long term deflection factor = 1.50 2-0- 0., 19- 0- 0 r, 6.00 6,8 6x8 6.00 3.00 1 Ll00 Face = 0- 2- 8 Facce = 0- 2- 8 0-8- 0 O 14- 2- 6 L V 4-10- 6 L 12- 8- 0 1760 8. 00" 1760 .00it 19- 1- 8 19- 1- 8 2 1 2 010 0- 0 0118 COSMETIC PLATES fRH 9140)2X4 11- -9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1495 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAPING TO BE GIVEN TO Eng Job: Dwg: WO: COVK4 TI: HS1A Maenads Systems ERECTING CONTRACTOR. BRACING R 111: Briongshownonthisdmingamica imnbnrin&uidbaetn& ponall ngr°mdarhrxing°hick pan < b ldrag,mp. dnhicbr m®dedq buildngd gm.Bracngdw%ni,frlaterdsupport oftriets Dsgnr:TLY C k: 7/22/2006 TC Live 16.0 psf TC Dead 7 . 0 psf BC Live 10 . 0 psf BC Dead 10.0 psf 1 TOTAL 43.0 pelf Lbr DF : 1.25 Pl t DF : 1. 25 C ' 2 - 0- 0 TPI-02/FBC-04 Code: FLA v4 . 7 . 32-60738 reember,o to I bucllmng Ienph Pm woaem be madetoamthotlateral bracing at mill andgtrd meu;ons mermi-I b) the Wilding dmgrwr Addiuoal bm.dny of the o,nall stnvua are be reridrrtd (See HIS-91 of TPI) For specific unto bracing rcgniremeum maw building designer (Tam Plate Itmnmai, TV is bald N 5g3 D•GafsioDri,r t. Id Wismain5n19). CompooeFpa ing tng q. am TEnpw ,uyCo.. P.A.. tit Soundlid. Rd. Edemon. NC 27932 m ILA 4005 MARONDA WAYSanford, FL. 32771 407)321-OD64 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE ta0050066 367 MedaMcin PL Ehrfsot:ii, FL 32766 Design: Matrix Analyal.a Frors.le Fatn: c:\Tee-IAIc\worxWona\cvv2ca\cvv>.Nf;•rcln A a\nZIA.prx Job: COVINGTON R 4 Customer:108 UPLIFT D.L. WO:COVR4 TI:HS2 Qty:l DESIGN INFORMATION Tun design is ft an indnidual building component .ad has been bused on information prmided bs the clan. The deagm d-burn; rho resper-bilit) for dm a as a nsdt of faulty or incorrect informndan, specifications ndfw deagis Ilirtnished to the truce design by the client and the correctam or accuracy of this information as it me) rimm to a spmfic Project and accepts no responsibility or ecertirs an control %ah regard to fabrication, hanNia& sWpnzm and imullauao of tmsses. This truss has been deagn rid as en individual balking ctaapoomt in accordance with ANSYMI 1.1995 ud NDS•97 to be incorporated as pan of the banking design by a Build Designer. Wbes mieoed fca appmal by the building design. the deign Imdinjs shorn must be chocked to be nine that the datashah am in ageesnem rth the local building ebb, local dimunc records for hind ar soon food; project speeficatiom or spinal applied loads. Unless damn, truss has not been dmgncd fen acrage or 000ip;irry loads T h deep nsaimma eompressti tochords (top a bottom) are eonumuued) by sheathing unless otbemic Wed fied Where ban- chords in nisi- inn not f [fly braid -am ly b5 propM)• applyd rigid c ilm& the) sbouk be brand in aaciamm spoon] of 10-0' o e Connector plate shall be fl stured from Ica gauge ha dipped gahanind ail maiog ASIM A 653. Grade 40, udm othowa shown FABRICATION NOTES Prior to fabricator. the blincamr shall mien this drawing to serif) that this draining is in mformaie with the, bl ricator's plans and to realm a coming responabilit) ten such strificaucts Any ^ sc ,%+ are to be pm in onus{ before canting or hbncation. Rain shall set be iredled mtr knotholes, knots or distorted grain Members shall be rw for Light lilting mood to mood bann{. Connector plum shall be located an both fiat of the units u,th muls fully imbrd&d and shall be a) in about the joins unless otln%ise shown A 5c4 Plate is 5' oide c V lung. A 6d plate is 6' wide x Y keg. SIM (bola) run paralleltothe plate limp ipocrfred Double cuts on nob members shall men in the cemrod ofthe mein udm shoo. ah-W Cmnoctca platesinsare mini® si>a leased m the [blocs station and ma) Octal to be iaC,aStd for cerWo haodlm{ anNor aitran suedes. Thus tracts is not to be fahnaeed n,th fine rtWdam treated lumber i .lie otheanue shoo. For ad uaical m informs cm Quality Caatmlrulerto ANSVfP1 1.1"5 PRECAUTIONARY NOTES All Gacnntl aid aecttbb recommendations are to be folkued in awandance orth accepted mdmtq Publications. Truax are: to be hmWkd u,th particular sae during banding and bmdling, dcb%=y and installation to noid damage. Tengorer) sod permaam bracing; for hW&n{ utma in straight and plumb position and for rmettaing Iatmt farm shall be designed and irealled b) others. Catdul harming a essemial and version Ganes is d%a) a required. Normal pwmiomr) action for unssa inquires each temponu) Gating doing mciallation Damn uussa to s„ ld toppling and dtimhooing. The mpcnisim of crca m of trusses shell be miler the rmtml of persons eVeneoid in the ime,na,an. of utm " Pmfesamlal s h tie shall be sought d needed Cornomtmlu n of construction Ioods grata than the design odds sMH not be applied to incises at an) time No loads other than abe % tight of the atom shall be applied to misses unit] Lila W b9caing and brodng is TC: 2: 6 SP #2 BC: 2z 6 SP #1 D 2z 6 SP 82 10- 11,9-10,8- 9 WB: 2x 4 SP A3 2x 4 SP 82 2- 10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= encl L= 58. 0 ft Wea 40.0 ft Trusa in INT atone, TCDL= 4. 2 paf, BCDL= 6.0 psf Impact Resistant Covering and/or Glaring 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, SOT CHORD 12-11=-1903/ 4181,11-10=-1902/4792, 10-9=-1278/3680,9- 8=-1903/4191, 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, 17-0-0 6.00 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: Weba 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'-0". WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. Cr 11- 2 226 0.07 C 9- 4 1502 0.49 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 ea -0.46 Long term deflection factor ea 1.50 6x8 6-0-0 6x8 oint 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) 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(s): 4 MAX. REACTIONS PER HEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y 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 0.77 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- 6.00 3.00 - 3. 00 Face = 0- 2- 8 9- 0-6 0- 6- 6 Face = 0- 2- 8 080 08-0 1760# 8. 00" 1760# 8. 00" 17-1-8 5-9- 0 17-1-8 11, 2 i 1 0 0- 0 8 40-0- 0 EXCEPT AS SHOWti( L99 ARE MiTek MT20 $Celt = 0.1437 LM aronda Systems I 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a0050069 367 MedaBlon FL CMthioga, FL 32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAPING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shone an this dra% ing ism cration bracing. mind brmn& pond braang or sumlar bracing u hich is a pan of the butkmg design and %hich must be considered b) the bwkm{ designer. Boring shim u for Lateral support of tram members ad) to red= heckling length Pmmisiom must be macle to anchor lateral bndq at cods aW spmued locations daamined b) the butldiW design. Additional Gating of the mtraB swaure au) be required (Sea Hh&91 of TPH,Fw spmfc tram bracing ngmr®cais. ®tan building destgnn.(Truss Plate Institute. TPI a bated at 593 Ming io Dme, Madison, Wr> mnsin 53719) Compaaem f S"" enn by Trans; Fn n..,mg Co. P.A., 913 Soon& Rd F&mtun, NC 27932 Eng Job: WQO01/1C4 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 Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\COVX4\COVINGTON R 4\HS2.prx Job: COVINGTON K 4 Customer:106 UPLIFT D.L. WO:COVK4 TI:HS2A Qty:l 1 DESIGN INFORMATION This drag% u for an undnldual bmlW g motpowin and has hem b.W = informmim j.- q the dui The designer di -Jaunt an) rnpo®baliry for ib myn as a mall of &Wiy a incorrect information. speciftetiom andfu dmgm Ibrdslcd to the um dcogoa by the dcm and the cow n or amax7 of this informtion a it rwy'Late to a spailc pm)on and caps no rapombdtty a eserciws an annual n,th regard to fabrication. hmndlivg, %eipnen ad 1nw.n+.a„n of tom. This ruts has been designed to m itdnw tdtnal building tbmpoornt m aaordana with ANSVITI 1.1995 ad NDS-97 to be incorporated as pan of the bmWnn, drsga by Scalding Dagne. When n "nil for apti mal by the bmlding dicsiS era the logs Imdiop shown must be chested to be tart: thal the data secwn art in agermat with we load brwlang andq lool tliautk recordt for lad or anon Inds, pmjat w-fi atiom or ipGld applied kudL UWess sbmn trun has oa bem designed fm amnF or omparic) ImdL T x daiga assume txmpession chords (top in baton) are oowmmmiy booed by shtathing unless othanix sy¢iftod Whore boanm chords in tmv= are no full) brutal U=1m • by a popert) applrm rigid calling, tbq should be broad at a ma _ Wocing of 10'-W o c Com mor pals thWl be maatfamrcd form 20 gaup ha dipped ph d d o d mating ASTMA 653. Code 40. =Ian abinis shoulu. FABRICATION NOTES Prior in fabrication. the fabnator shall cairn this drawing to %sally that this drawing o in confatnana with Lite faMnmtofs plain ad to nnihS a continuing respomt3nhq fm ach tvt6 atim Any disarit-... an, in be pal in wriung before acting or Gbriation Plane shill not be instalkd ma kawhoks, knot or dmonod gain h4mbers"be ad for U&N filling uoW to wood bang. Cmma Plates doll be Iaalm an bah fxm W hie tom Mite anal, fW4, imbedded ad %lull be a)m. about the joint unless ocheniwe sboun A 5%4 phac is 5' ude % 4' bong. A 64 plate is 6' uide % $* Img. Slats (bole) nor parallel lo the pule kngth spatfird Dosmk ads en web mean. shall mat a tee cmucid of the nobs uWess Oftrom sboun. Contactor plate am arc mnmmtm sin bawd on the fame shun and not naal to be rowed for ocrunn handling adfor ardimm arrse. Tbn tom is not to be fab-,m with fire rwillaa uawd hrda = lm alb %bows For ddni®I Wormation on Quality Control tfa to ANSVIPI 1- 1995 PRECAUTIONARY NOTES All binring and cmc uon nmmmandaiom as to be fulbusd in amadaas with accept eal industry pubhuliam Tn1sQs art to br handled ulth punicuLv ore during banding oil bundlingddna) and i-Ilm ,•• to void damage. Temporary ad pffinaem prating for hddtng tome in a straigbr and plumb pmuno and fm ravmng lateral faces shall be designm and maaticd by abm CadW haodllug is axnial ad amino baring is atna)s regmned Normal prmmi=ay action fa uumni regmre ach tempos) bracing dining iasallatim bane= tnma to noid toppling ad dani.,i g The lop nsivoa d ermim of uwasa shall be order we onto l of pasom mpaknad in the licuaUaC«" of umseL Pwaf®oml adsim shall be snngbt tf mdrd Coo®wim of owumiao Inds gas th= the design Inds shall not be applid to uuga at =) time. No kods other than the %tight of the erector shill be applied in uussn unrl afta W faoecang and bracing is TC: 2x 6 SP 02 BC: 2x 6 SP #1 D 2x 6 SP A2 10-11,9-10,8- 9 WB: 2x 4 SP 83 2x 4 SP 92 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 oint Locations composite result of multiple loadcases. 1) 0- 0- 0 5) 30-11- 2 9) 22-10- 8 User defined loadcases have been considered 2) 9- 0-14 6) 40- 0- 0 10) 17- 1- 8 in this design. 3) 17- 0- 0 7) 40- 0- 0 11) 9- 1-10 Bracing Schedule: 4) 23- 0- 0 8) 30-11- 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- 6- 0 27- 4- 0 sec. 3.2.4 of TPI-1-02, for joint(s): Webs Brace Pt Joint to Joint 4 1/2 2-10,5- 9 MAX. REACTIONS PER BEARING LOCATION Bracingshown is for visual purposes only. X-Loc BSet Vert Boric Uplift T Type Continous lateral bracing attached to 0- 4- 0 1 1760 0 -861 B Pin either edge of web(s) shown OR a T-brace, 39- 8- 0 1 1760 0 -861 B B Roll nailed flat to edge of web with 3"x 0.120" PROVIDE UPLIFT CONNECTION PER SCHEDULE nails spaced 8" o.c. T-brace must extend TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. at least 901 of web length and be same 1- 2 -5271 0.44 A 12-11 4781 0.80 size, species, and grade as web. 2- 3 -4168 0.52 A 11-10 4792 0.87 2x6 T- Brace required on any web over 14-011. 3- 4 -3682 0.29 A 10- 9 3680 0.58 WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 4- 5 -4169 0.52 A 9- 8 4791 0.87 11- 2 226 0.07 C 9- 4 1502 0.48 C 5- 6 -5270 0.44 A 8- 7 4781 0.77 2-10 - 945 0.67 C • 9- 5 -944 0.67 C--------GLOBAL MAX DEFLECTIONS--------- 3-10 1502 0.48 C 5- 8 225 0.07 C LL TL 3- 9 2 0.00 C 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 6.00 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 , , 6-10-0 , 12- 8- 020 17609 8. 00" 1760 .00" 41 17- 1- 8 5-9-0 17-1-8 0 Ov8 2 10 40-0- 0 0- 0 COSMETIC PLATES' ) X6' (48) 2X4 (R - - 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Stale = 0.1536 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BFIACING 1111: Dwg: TI: HS2A L orrondd Systems m Bndngthorm=thisdmtingismcmai= bnang.uudbcn}pwWbrciagmdmlar bring%bich is' pan of DB r:TLY Chk: 7/22/2006 the building & sign and %i inch intbe contidem b) the building designer Bracing shown is for talent[ suppof tom mhos onq torlab buWing knph. Prcn a w long be made to aric lamt bracing at cods ad spmlim to=, mam;nm b) tee builamg detigoa. Addtuoml bracing of tee aonll larname ma) be required (Sac Hill-91 TC Live 16.0 psf Lbr DF : 1.25 of TPI) For specifte trim bracing regmrancam contact buitdsng dcog>n ffnm Ptak IugrloS TPI is btatm at 593 TC Dead 7.0 psf Plt DF : 1.25 4005 MARONDA WAY DOnofno Dens. Madison. W annan 33719) Sanford, FL. 32771 Campos% Engiingby:TruFa ngioring Co.PA.,gigiaundwdcRd.Fdm NC27932BC Live 10.0 psf O.C.: 2- 0- 0 ss 407) 321-OD64 Fax(407) 321- 3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE $=50068 BC Dead 10.0 psf Code: FLA 347 Med:aMon FL Chlrbsota, FL 32766 1 TOTAL 43.0 psf v4 . 7 . 32-60740 Design: Matrix Analysis Profile Path: C:\TEE- LOK\Work\Jobs\COVK4\COVINGTON K 4\HS2A.prx I l Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:HS3 Qty:l ' DESIGN INFORMATION Thu desip is for an indnvhul building tnurpooem and bar been bond no udannuiou pmided b) the dim. The dmgoer disclaim M rcsPotts NhIY for damages 02 remit of fautq or incorrect infosvutioa specifications and/or design furnished to the true desiper b) the diem and the mrroctoess or aocruac) of this information as n ma) relate to a spark Project and accepts W rerpam3ilit)a ttadses no control -Lb n:putl to 6bnation. hadhne sbrpmeal and insult -tow of trussea Tbls tam tuts been designed as = iodnidml brukhng cocoon in a000rdara wild ANSVIPI I-1995turd NDS-97 to be inwrpoatd as port of the budding dcnp by a Buihding Dmpter When retunsd for app-I b) the Wild- designer. the dap loadtap shown wtv be cbakd to be sure that the data shown ue to agreement unb We loch braiding codm lour chromate retards for wsnd or sums Imd& prgas speciGatiom or spxinl appltd loads Unless shown. tam bat out been destgned for cons ge or oavpaoq looms The design assume tmtpesum chords (top or boom) ore mntrnuotdy brad by sheathing unless abm%= sprtili d Whm boom chords in tension are not IWp WwW laterally b) s W Worb apPiied nyd oethny they abould be 'W. mumum W3dng of 10-0' o c Cormaar pales shall be manufaaund from 20 puge ha dipped pha d d nag no ASTM A 653. Gads 40. unless otbcmisc sbuat FABRICATION NOTES Prior to fabriatm0. am hbirator shell restew thus drawtag to terify Wes tbu dewing a in moformarcz with the Gbriatoesphua ad a rolia a,con-ing respo® bbty for such t 11cration Any dtserepattrs are to be put in writing berme cutting or bbrier ior. Phurs shall na be installed my knothole, knots or distorted gam. Members shall be m for tight fining wood to nod homing. Cnonec or plate shall be hated ors bah rum of the utm w,th mils Nil tmbcddcd ad shall be s)m about die pia unless otbmise shown A 30 plate a S' wide s 4' Ion& A 6d plate is 6' wsde s g' boy Slots (bola) run pu&W to the plate length spafid. Double nos an wtb members shall mat sl the aatroid of the webs unless otherwise shorn . Ctsmaar pale slur ore minimum sim based no the form shown and may and to be uerasd for asatn handling andior amino aim Thin truce a not to be bbnad with fire reardam raid hrmber unless obc-ins shoo. Fa sdd tk W i. formmtm no Quality Control refer a ANSVIPI 1- 1993 PRECAUTIONARY NOTES All bracing ssd amino recein-Mtttom are a be rolim d in occordnocc, iLb a-Md hndtatry ptbheatiom Trusses sse to be hattdkd with particular art dude banding sad buedkn& delnv) sd imrall tkm to void dattage. Tevsporu) and permanent bran{ fm holding trusses in a stai& nod plumb position and fo rusaing luenl form shall be designed and insulted b) ohem Catdul b2ndlivg is esnmial ad envioo bracing a ahts)a req.,ei Normal preainmmry KUM for trusser "Roues such terttporaq bating taring tsullam bemea busses to noid toppling and domino( ny The atpeni of cream of tease shall be under the antral of persam c9crimad to the tvasllation of trtsse Ihofcsvo.0 ad- sboll be orrIthi tf traded. Cortamrauon of mnantuio s lolls gnma than the dap (nods shall oa be applied to mines at an) time No Imds other than We udgho of the eramrt shill be nppld to atone until after all faamag and ba[iog is TC: 2x 6 SP 62 MULTIPLE LOADCASES -- This design is the BC: 2x 6 SP Al D composite result of multiple loadcases. 2x 6 SP 02 9-10 User defined loadcases have been considered WB: 2x 4 SP N3 in this design. 2x 4 SP $2 2-10,3- 9,5- 9 In -Plant Quality Assurance with Ccr- 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 1-02, CiC, V= 125mph, 4 Her 15.0 ft, I= 1.00, Exp.Cat. B, PLzt= 1.0 FORCES (lb) - Max Compresaion/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 pef, BCDL- 6.0 psf 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 8-7=-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=-l/1,9-4=-497/1569, 3- 9 -1 0.00 C 9-5=-592/410,5-8=-4O/195, 8- 1-12 0- 6-6 oint 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 Boris 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 6x8 6x8 fi. 00 3. 00 -3.00 Face = 0- 2- 8 0 8 1760H 8.00" 15- 1-8 iI 9) 9- 9-0 40- 0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Moro nda SysteMS m W ERECTING CONTRACTOR. BAACIHG WARNING: Bradvg show. in finning is an seiorheavy wad biaaay penbra al s{ or dmilar bracing whch u a port of the building ilding desipand w bieh nvm be considered b) the hukbng dcsip a. Baring shown a fm Lateral sttppon of utm mrmbea oil) to redttrs buckling lengh. Protisions muss be made a anchor lateral brocing at ads oil sporiftd Wcations determined b) the building desiper Addittourl bracing of the avall structure rnr) be ragmred. (Sce HIB-91 d TPI). FOr spaartc um baking lwgnu®ems, contact MWdmg derper.(fruss Plate lostft nC TPI is lentil so 393 4005 MARONDA WAY D'OWw Doe, Madsen Wis000sin 33719) Sanford, FL. 32771 CE,gincering b): Truss Enpovtng Co.. P.A. 812 Soundsrde Rd. Ed- NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAIS PONCE P. E. LICENSE Pr0050068 307 MedaOlon FL Chshlota, FL 32766 15-1-8 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 8-0-6 0-6-6 Face = 0- 2- 8 0-8-0 1760M 8.00" O1Oy8 Ito- J9) Scale = 0.1585 WO: COVK4 TI: HS3 7/22/ 2006 L. br DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA l Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:HS3A Qty:l DESIGN INFORMATION This deign is f« an itdnsdtd bw(dtn6 cwponeot and has beentsawd on inf«malm Pmided by the diem. The deajRl dltdatlns any mWonsiN Ity for tlaoaga as result of fhwly W uscortetl infortavion, spcsir", ons and/« deips fumnshed to the ti design« b) the elmol am the earctom or aoewny of this tnf«nawn as it ma) muu to a syetifie pmjrn and aaspts no tesyonstbtbq « exercise no motiol with regard to mbnaaon, handling, smpmew and Installation of ties This coon has been designed a an indnidal budding component in aemtdanee with ANSVfP1 1.1995 and NDS- 97 to be Inomp«ated as Pon of the Guldog design b) Building Designer. When mimed for appmal b) the balding deagoet. the design loadings sbowu mat be docked to be owe that the data shown are in apeaens wilh the Ines] bmidln< codes,...mul dmatic records lot tied or snow lords. pro)ees .,..-..•actions «spaul applied lords_ Unlessshown cress has not b®dmgoed f« saner or ooalp) lads. The deep, mama enmprmim chords ( top «broom) an: motimnuy braced by sholhnag - otheruose speet , When: hoe® chords in «=son tie M sally bswtd Woe a lI b) a psop«ty applied rigid ceiling. thc) should be brand at msvnnoo Mani of 10'.0' oe. Connector pales andl be mamfaaurtd from 2U pugs M dipped phan=d fed meting ASTM A 652. Grade 40, unsk s etherntse shwa FABRICATION NOTES Pnea to r•'- the senates Wall rota this drawing to , a 4 that this dewing u In odds swan« nub the Gbrientofs plans and to teal= a maiming respamlhlliq for such srnGasion. Am dwemli tiestie to be put in venting bdbre aadng or fabrication Plata SW no be Installed cow koni!,n Q knots «distorted Pain Me bets shall be eon for tight fitting wood to wood hawing. Conactor ph ses shall be louud on both ram of the tnus nnh atu full) imbedded and shall be s)m oboe We pint - othertstse shown A 5x4 pale is 5- side x 4- Ion, A 6d pale is 6' nide a g' loq& Slats (holes) nm poral W to the Pale knph spmBeA Dodd arts on web members shall coon at the mnuoid or the nebs unlas i ahonise down Comatm lit m fora tie onlim_m N>a based on the form shown and Ina) and to ircrasM for o= n handling andfor emotion mess_ This truss is not to be fabtiented utm fire roardans tmatrd hmber onlm oLlsomise shown. For additional inforrwion on Qaly Contid refer to ANSVIPI 1-1995 PRECAUTIONARY NOTES All brndng and erention r®+nmeodatioes tie to be foBored to armdvsce uim accepted indtmr7 paN epnons Tnsssea am to be handled ntlb pariahs doting banding and btmdlmg. ddn=y and sedlataa. to void damage Temporsoy and permavant bending for bolding o=sce in a straight and plunk pwwo and rot mason{ Wad form tha11 be designed and imullyd It, others CamM handling is ataal and esatioo bradng is ahstns saryimd Normal pretaaiomry aevnn for u® mquira itch ten Pinar) Mang mu;-S imallatine hemeen tn® to ntnd toppling and d=wtns The mpmse%aao of cmCA= of mox3 shaft be ands the cormd or persons etpasmmd in the Installation of trlma. Ptadessioml ads= shill be toughs If o Am Coocnuatim of auntncuon lads greater than the design Inds shall not be applied to tnma to any lime No Inds other than the wnght of the amb«s shall be applied to tntsm until after dl fastening and bras-& is entnplaed TC: 2x 6 SP 62 BC: 2x 6 SP gal D 2x 6 SP A2 9-10 WB: 2x 4 SP A3 2x 4 SP 42 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, Iea 1.00, Exp.Cat. B, Kites 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Truss in INT atone, TCDL= 4.2 psf, BCDL= 6.0 psf 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 4768 0.65 5- 6 -5237 0.40 A 8- 7 4739 0.77 8- 1-12 0-6-6 Face = 0- 2- 8 MULTIPLE LOADCASES -- This design is the Toint 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(a): Bracing shown is for visual purposes only. 4 MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift S 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 H 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=-40/195, 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 - 1.50 15-0-0 10-0-0 15-0-0 1 2 3 4 5 6 6.00 3. 00 IC- 0 6. 00 3. 00 8- 0-6 0- 6- 6 Face =0-2- 8 0-8-0 0-8-0 14- 2- 6 7-1-0 12- 8- 0 1760 8.00" 17 OW00" 15-1-8 9-9-0 15-1-8 0 0 12 1 0 40-0-0 - 3- 0- 0 R 9) (R - 3- 9) COSMETIC PLATES (4) 3X6 (48)2X4 EXCEPT AS SHOWN PLATES ARE M.iTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO FMaronda SystemERECTING CONTRACTOR. BRACING WARNING: Bradnj fholsn on this drawing is not ereamn bnoary. wind Naavg. local Dnung «sittulu boxing nhrch u a pan of the harming design and which inv be ce¢tiCard b) the building ch-d r. Bradng shone u f« m la l soppon ofcuss members say' to sekrx btclling ienPh Ptmtaom rim be made to anchor Weral bracing st ends and speet s lomtim determined bf the budding designer. Additional bracing of the merall must= ma) be mpuiroi (Sot HIB-91 of TPI) F. speeds tam bmdng roquitemeats mmm huldtog desnpv (fmss Plate Instnlng TPI is lowed in 582 4005 MARONDA WAY DOnafm Drhe. hladsmq Wismo9n 55719) Sanford, FL. 32771 Component Engineenog b)- TrussFTmmng Co. P.A. gig Samdsih PA Fdwan. NC 279)2 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a0050060 317 MedaOlon FL Chutuots, 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 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobe\COVK4\COVINGTON K 4\HS3A.prx I I Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:HS4 Qty:l ' DESIGN MFORMATION 71us dewga is flat m indnesdual heddnug componew and has been bcerd on udareantm prmided by the dint. The designer disclaims any responsibility for da®ges u a nil of badly or lammed mf(rmalion tpeaautiotn and/or dcvpa humshea to the truss designer y the diced and the cortasnes or aoaoac) of Ihas information as it sty relate to a specific projcl and accepts no responsibility or esvdsa m control with regard to fabriatioa handlsat shipmed and installation of truss¢ This tins has b® dnsgmd as en irdnidml helldnng component to atxmdana with ANSVfPI 1-1995 and NDS-97 to be incorporated a pan of the balding deep by a BaOding Designer. when mowed for opprmal by the h uld- desig er. the desip loodinp shown row be baled to be cue that the data shown are to agneemem mth the local bwldmg coda local diwuc r®ds for wind or sea bads. project speciBcotions or special appled (Pads Unless shonw. trim has m been designed fa .map or ommpaney loads. The d-go assuntm compression n b ds (top or bourn) are continuously braced by sheotbint anless othemin spetafrd Wbcte boa om chords to tension are m fully broad laterally b) properl) applied rigid mhng. they stwdd be bead at a taaumant spoctng of 10'-0' o.c% connector plats 9W I be nmw,cawed from 20 page hat nipped Phan and steel roeaiag ASTM A 653. Grade %0. ®Ina orherwie shown. FABRICATION NOTES Prim to hb=uon. the fabriatm shall mien this drawing to wily that this drawing is in ®formara with the fahrieaw/s place and to relive a mmdo, resporm3hty for such -Bionics Any dssvepaoda arc to be pm w wmnng before ctaung or fabriwsoo Plan Shall our be installed m hnotholm knots or dasoned grain Members {hall be m fro tight fitang %ond to weed hearing. Coocec7m plate stall be baud on both ram of the tram with waifs ndb imbedded and shell be s)m abord the joint cities otMaise shown. A 5%4 plate is 5' wide a V long. A 6sa plate is 6' aide % a' loft} Slots (hole) run parallelloth plate Ieoph speadled Double cuts on web mwI that mat m the cem,ad of the webs ualm otherwie thew. cmweetm plate sire am mni u m was based on the form sheen and may need to be inc... d for certain handling and/or erect mesa This truss a m to be fabricowd with Rre rcuudsm uatm lumber unlat oLber .ise shown Foraddruormd deformation no Qalay Central refer m ANSVIPI 1.1995 PRECAUTIONARY NOTES All brmng and ermron mo mr a datiom art to be followtd to acmclance with maprd rmhuasy pel,anoas r taros ate in h s>mIm with particular are during hindtog and hmmini deh.my and msallatien to nmd damage. Temporary and peancenem bracing rm holdrng tnuszs in a suaighs and phonb position and for retsing lsterul worm shall be designed and installed b) other. CarefW handling a essential and ereetioo bracing is aheays required. Normal pneatatmou) acem for tuts$ requva such temporal bracing danag rmollatim bcm= trusses to nuid toppling and doe omng. The sap-. of erection of t n ssa %hall be under the control of persons cspertenced to the e+arlwn of ausa Professional adeia shag be :aught nmW Couscetnafton of enustroaim leads greater than th destp lords shill m beapplied m trussessi" ume No loads other than thewcght of the enmoo shall be around m truss until after all nwemng and hold, . TC: 2: 6 SP 62 BC: 2s 6 SP R1 D 2z 6 SP /2 10- 12 WB: 2: 4 SP e3 2af 4 SP i2 3- 11,5-11 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, Ver 125mph, He: 15.0 ft, I= 1.00, Ezp.Cat. B, Kzt= 1.0 Bld Type= encl I= 58. 0 ft W- 40.0 ft Truss in INT zone, TCDL= 4. 2 psf, 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 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcaaes have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift Y Type 0- 4- 0 1 1760 0 -892 B Pin 39- 8- 0 1 1760 0 -892 B B 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( s). I.Span-0.48/961- 0.95/487 4 Boriz. 0.31 0.62 NA Ma: DL Deflection L/989 - - 0.47 Long term deflection factor se 1.50 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/Maas 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 14-0- 0 13-0-0 1 2 3 4 5 6 7 Face = 0- 2- 8 0- 8-0 1760H 8. 00" 6.00 6.00 3. 00 -3.00 13- 1-8 7-0- 6 0- 6- 6 Face = 0- 2- 8 0- 5-0 1760N 8. 00" 6- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 0404 Scale = 0.1585 WARNING: Eng Job: WO: C READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: HS4 Maronda Systems Bracingsbmzonthis drmingismaaamtrann&mindbractu& pnaulbraciagorwmslarbnaagatichisapan of Dsgnr:TLY Chk: 7/22/2006 the buddnag de9p and which most be considered b) the Riildung designer. Bracing shone is for Wend support of trans membens oaq to reds= br Wing kotth- Prmssions muu be made m anchor lateral brodag atends and speafird locations eWe armted b) the braking dmgw. Additional bracing eel the merall structure eat) be regwred (Sat HIS-9l TC Live 16.0 gars Lbr DF : 1.251 I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HS4A Qty:1 I DESIGN INFORMATION Thu dmp it for an rdhid al building ampoomt and has ben bold on taforraman prmidod b) the dint Tim design disclaims an) mvilimbdr0 far d7maga a a result of faulty or ireorrm information. sponfrauw and/or design forwshcd to the um dt9pc by the dial ad Abe ciamal n or Amyx,) of chit inCormaon ail ml relate to a spR.iac proica and accepts no nnponsbh0 or t dm no mnuol with regard to f dar ation. handling. &lit, and installation of t ussa This ts>m bas b¢e daignrd as an ind.'alual building amplana in a®maaa aim ANSVfPI 1.1995 and NDS•97 to be imorporxcd as part of the building daigo by a Building Dmg=. Whm m-itd for appmnl by the building dmgm. ire darp kadsnp dauan must be ducked to be sate that the data shouat are in agamnem am the loaf bmhting odm local dttnuu hoards for nind or Stan• Inds, pmjea spocifimtiw or spinal applied foods Unlm shone, true has net ban designed for storage or ooarpanqloads The dmp assnsa oomp+® m chords (top or bottom) are notimnnsy brand b) sLenhmg unless alimm spmHed Whom bonom chords in tanion ate not full) band Iaunnify by properly applied ngid taming, the) d -i'd be Woad .1 a mdmum spring of la-0- o c Commor pales shall W mamdaamed from 20 PC ha dspprd ph==d steel ioj ASTM A 653. Grade 40. unla, cab-= sboun FABRICATION NOTES Prior to fibriatioa ft fibrraaor droll min thus dianing to death that this droving a in anforouoa usla On fibriatafs plant ad to m-ba a c amauing raprmbrh9 for arch stnfimt<m Ay di-narz a art ui W pa is onung bdoe carting or ODnotioo. Ptato shall net be initialled ma knetbolm knots or dutonN gain Moubers shall be tad for tight lilting nood to and baring. Cmun a. plats stall W loaad on bah face it the um nth nails fully umWddcd and dhall W s)m abed the pm atlas othmise sboua A 5ca pL= is 5' nice s 4- long. A 6te plan is 6- nick s g' tong. Sloe (hole) ram puralld loft plate length sycaBod Double cws on alb mmbm shall mar at the aneroid of the nobs unlm aherai shone Comas= plate WES ate almonnm sizes based on the form shoran and may nand to be tocrasd far astato handling and/or erection stases. This tram it m to be fahrhad pith fie raatdim treated lumber unlm albau.= sboun For additional info ton,am on Quality Control refer to ANSVTPI 1. 1995 PRECAUTIONARY NOTES All bracing and culan mommum irtiw art: to W fouonrd in aaarda= uath aeeptd industry pidilamuom. Truces are to be han lld oaar particular ate during l ndtng and bnodlmg. ddnwy and int„ n.ti,.s to mad damage. Tonpomty and pamloa bating for holding trusses in sleight and plumb Position and for resisting larval forces dhau W dtafprd ad iastatled b) auras caniW rivalling n e-mil and nano bracing u ahsriys minim. Norml ptezatmmaq apron for Issas requlra aeb tarp rrary blaming muing installation banem Iruaea to mad toppling and doming. The ugmi of stain of uusa shall W utdv the aauol of prmmns esI rocs' in the imariflatiou of times. Profnioual xhim &hall W wugN if nailed. eon®tntm of cansuum" Waft gaga than are chip loads shall as be applad to utsaa at ay um No Inds other than the udght of the.enon thaH be wad to mots$ =1 arm all fYvnmg and laming is TC: 2x 6 SP A2 MULTIPLE IAWCASES -- This design is the BC: 2x 6 SP Al D composite result of multiple loadcases. 2x 6 SP a2 10-12 User defined loadcases have been considered WB: 2x 4 SP A3 in this design. 2x 4 SP 02 3-11,5-11,0- 0 Bracing Schedule: 0- 0,0- 0 Chords Max 0. C. From To All COMPRESSION Chords are assumed to be BC 48.0" 0- 8- 0 14- 2- 6 continuously braced unless noted otherwise. BC 48.0" 20- 3- 0 27- 4- 0 WndLod per ASCE 1-02, CiC, V= 125mph, Bracing shown is for visual purposes only. H= 15.0 ft, I= 1.00, Exp.Cat. B, Rat= 1.0 FORCES (lb) - Max Compression/Max 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 atone, TCDL- 4.2 paf, BCDL- 6.0 paf 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 Hori:. 0.31 0.62 NA Max DL Deflection L/989 = -0.47 Long term deflection factor = 1.50 7- 1-12 0- 6- 6 Face = 0- 2- 8 taint 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 Cq= 1 MAE. REACTIONS PER BEARING LOCATION----- Z- Loc BSet Vert Hori: Uplift i 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 l 2 3 4 5 6 7 6. 00 3. 00 c- o 6. 00 3. 00 7- 0-6 0- 6-6 Face = 0- 2- 8 0- 8-0 0 8-0 14- 2-6 7-1-0 , 12-8-0 1760 8.00" 176T0 00" 13- 1-8 13-9-0 13-1-8 0 4 3 2 40- 0-0 to- o 0 0 110- 3- 9) (Rik 3- 9) COSMETIC PLATES ( 4)3Z6 (48)2E4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ AI. L NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Lar>dngondaSystemsBr. zmthndmatngarmema° b=v4g uid ng rad pmWb=mrbngne°apaa9< de >dng desip and nbch rams be t=skkrd b) the bolding desig- Bracing saran a for literal support of arm membee onh m rch badhngkvgUh. Prmisiom roam bemacs to mchw Ina& bracing as ends ad sprdfrd Iratiom dhsamimd b5 We building desigocr. Additional bating of the mwall vtucture may be required. (Se H111-91 of TPH Fm spmfae Inn bracing mgWrtmrnts == badd,. dud iTrm Plate Imutmt. TPI is loatd at 593 4005 MARONDA WAY D' 0mfmDfi%.Madma.Wisoman53719). Sanford, FL. 32771 Compomm Enginmtng b)- Tram Engineering Co. P.A., gig S-+•••+"a^ Rd Fdemo>. NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE D.E. LICENSE as0050068 367 MedaMon FL Ch& duota, FL 32746 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: HS4A 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\Joba\COVK4\COVINGTON IR 4\HS4A.prx Job: COVINGTON K 4 Customer:10@ UPLIFT D.L. WO:COVK4 TI:HS5 Qty:l l DESIGN INFORMATION Thor design b for an indrnhrtl building omitpoocm W hot ban based on ittrarrnnuon prodded b) the dieut. The designer dii dates toy respmaibdity for dinaga o a result of faulty or iom iret pnhrmmAo, apmfiauima a &. designs famished to the tmss designer b) the dwot i W the owemnen or aouuac) of this mfamtim as it oin rebus to a Wemfx p10je0 W KC* m responsibility a evleises no Control uith regard to fabrioumL balling. shipmem W installation of 1l os This tuna ha beta desip ed as au ind-dal building co0lpootm in awmdwce with ANSVfP1 1.1995 W NDS-97 to be tnmrporated as pan of the building dmp b) a Buikbng Design. Wheo mm+rd fin apprmW b) We bmWaog designer. the dmgn pmdings shoun win be chakd to be sore thin the data $boon are in agtmamt with the local building Codm local donate r®ds for W or moo loads, prym vonficatims m wean applied loads. Unka shoun. tron has not been dmgmd M wmage or oaeupaM tmda The dmgo asswoes Comprrmm eltmds (top or bottom) are tanunom* brood by d-hing mks$ otbauue spedfii d. Wbme boom chords to tmvm ate m PoII) broad U-9b b) a p., applied rigid Gallo,, ibe) should be brand at toaumum sliming of IoVY o c. Covomm pales shill be Na,..n (tin 20,mugs hot dipped gahnol=d wed Coming ASTM A 653. Grade 40. unlm ahetuise shoos. FABRICATION NOTES Prim to fabrication, the fibriator $ball miens this dnoing to -6 that this dmuing is to codrmmm>Q %uh tW rahnmtds plats W to roll= a Comimung respmahuliq for wch iwtcatiou An) dtvc¢udes are to be pm to writing beware among m Idinea t e. Plan shall m be invaUed my knotholes, ktcu or distorted g'm Member $hall be ad for tight filling %nod to wood bearing. Conomm plates shoal be located on bah It= of the trues %lib mb "" imbedded W shall be qm about Ibe jmm onkv otherwise shown A 5r4 plate is 5' uide a 4-long. A 6%3 pale a 6' wide r g' Img. Spas (bole) rim p aW to the plate IrnDh speeifrd. Double ads on web nembets shall mina the grand of the oeba unloss abe,uise shoori. Conmrm plate sizes ate ,ni,tirou wo bawd an the form shown W may sad to be inetamd for o.= h.W.S amYm amim are - This trim is m to be fabricated urth fire reardam hated lumber mien otliernise shmin For addittopal information on Quality Comrd infer m ANSVrPI 1.1"5 PRECAUTIONARY NOTES AU bang W etmnu tasmorMamns are to be foamed in woad-n+ unh o¢rped iommry ptiliuskns. Trtmes are to be haudled oitb parwitlar am Auiu, band., W bumliN. ddiitry W bradog fin bolding tn phwb position W fa rsisuag lateral worm shall be designed W installed by other Careful hmdbng a essential W minim bracing is always rNiared. Norval prtanmimary gam for tn=a regaiia web M pornry brxiag diving mallstim, bemtm u-, to void tOppkog W saes nao< The s pmiisioa of acetim of uusses shaU be under the Control of pusora csperierad m the uoutlmmo of ItaSa. pnfcs9mal adixc shall be sought H nmdrd Conantntion of amantesion loads gsaec than the desigo Imb sbml m be appled to uima at am time No oads other than the oeigbes toftheoclms $Wll be applied to In® mil allc all fYaaing W bang a TC: 2x 6 SP •2 BC: 2x 6 SP N2 WB: 2x 4 SP A3 2x 4 SP Q2 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, Rzt= 1.0 Bld Type= encl I= 58.0 ft W= 40.0 ft Truss in INT cone, TCDL= 4.2 psf, BCDLeo 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 11- 0-0 6. 00 3. 00 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 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Boric Uplift T 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 18- 0- 0 oint 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=-98/190, 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 6. 00 3. 00 6- 0-6 0- 6- 6 Face = 0- 2- 8 0. 8_ 0-8-0 1760H 8.00" MOM 8.00" ll- I-8 17-9-0 It- 1-8 6 5 4 12 l io 040,. 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: FMarcondaSystemsRuch, &W o m this draMag is ameimrm bneug. wiod baang. portal bradng ors;m bowing °bite b a put of th bunldiag design aid both oast be Considesd b) the Ouildirig dmpres Bradig $hewn b for lateral srgpm of min mendim crib to retires hieldi ig kno. li mi=w Cow be made to archer Lateral bracing at ends W spcdfid haloes determined b) the building designer. Additional brain, of the merall aroetuie ma) be agmred (See RIB-91 of TPI) For spemlk trim brnng rc piticments, contact building dmgmer (Truss Plate Insu= TPI is bated at 593 4005 MARONDA WAY D'Omrrio Driit. Madison. Wiamsin 53719) Sanford, FL. 32771 Compova F.ngi--- by Trim Enginmtcg Co. .A, gull Smog ids PA Edmon. NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ta0050060 307 Mod2M*n FL chutuoL% FL 32760 _ - _-- Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 psf 010 8 R - 9) Scale = O.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 I I I Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:HSSA Qty:l DESIGN INFORMATION This deago is far - inaaimad bmk1mg and has ben hosed an inlormatno pma ided b) the dim. The designs dasrJvms an) respo raWn) fa damage a a result or fnuhy a incorrect mnfornmion. spaifimiom ad/air desips (mashed to the mia dm er by the dim d tt. mnenocas or 000ufao a ac) ofthisinmalioi1mayrehlC to a specific prom and m'pu no responsibilityor c ercum no annual with regard to fffinauon. haodl,ng, shipmcoa and 0-11.,;,e, of vussc This uass has been designed a an tmdnid al building component (. aunrdance with ANSYM 1-1995 and NDS-97 to he Incorporated as pat of the buiWmg data b) a Bulldog Designer. When mimed for appraal b) the Budd- dmgmr, we design loo&nv show. ram be chald to be smut Char the data sboari are in ayeement unh the local bnildiag mode, lose dmmark records fed wind or sooty loads. Pia wec¢ anions or special applied loads. Urdm shoran ram has m bed, designed fa Garage a aagaacy foods. The deign assu>¢s compression chords (lop a banner) are tmeimloml) bnod by sh- h S mlm ahmva sperm uses boom chords in tension are no fulh brand laterally by a properly applied rigid waling, the) should be bred at a maximum spacing of 10'-0' o c Connector plates dull be mmmdliciord [ruse 20 gauge hot dipped ph-iad and meeting ASIM A 653. Curie 40, mien arhaaise show.. FABRICATION NOTES Prior in faDnotian the fibriamor shall mica this dura-S to serif) that this drawing a in andbi u mx with the fabricators Plains and to team a continuing rspontibibq for such serifmtion. An) discrepancies are in be pis m unung before cutting in fabriatram Win shall nor be iosWled weirknobitim. knots or diaoned grain Members shall be m for Light littin wend to wad bearing. Cammaor pLan shag be hiatd w both fm of the lines with mails fulh imbedded and shall he it m. about the pia unless ahemwise shoun A 5c4 plan is 5' wide J' Im & A 6d plate is 6' wide x In loot& Slots (hole) ran parallel to the plane longih span Double eras am web members shall men at the ceased of the arts mlm other arse shun Contractor Plate Sim are minimum am based an the fmw showni and ma) mad to be increased fa certain hamb-, and/car erection stresses. Thu muss is not m be fabricated nirh fire remrdam mated lambs mum abowise sbow. Foraddrtiooal iuformatmm an Quality Cased rda to ANSVfPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mrmmoeodatiom are to be fdlmtd in r+TMdano,.lh ed rodmmq publications. Trusses are to be handled wild particular case donna banding and bmming, dd-) ad wmn,.inw m o vid damage Tempontry ad permsom bracing for holding ensssa in a straight ad plumb position ad for msiaiog Intend form shall be designed and immallad by olden Careful handling o -al and ereciion bracing Is alua)s neqndrd. Normal pmmim ar) anion fa muss regoua such temm po ar) bracing draulg imallatio t baamn trusses to maid toppling and domin sins The a9misicm of ermioo of tram shall be under the o it of persons rsperlmmd in the mastallatn 3 of trusses Professional mdsia hall be sought d ridded. Cmstaunaon dananedam Inds pare than the design Isom shall not he applied to muses at any Lime No finds other than the udght of the anion sham he oWxd to uisses until ally W fasremag and tracing u TC: 2x 6 SP 82 BC: 2x 6 SP 01 D 2x 6 SP 92 12- 14,11-12,9-11 WB: 2x 4 SP #3 2x 4 SP #2 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, Her 15.0 ft, Iaa 1.00, Exp.Cat. B, Hzt= 1.0 Bld Type= encl Ia 58. 0 ft W= 40.0 ft Truss in INT cone, TCDL= 4. 2 paf, BCDIa 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 6-1-12 0-6- 6 Face = 0- 2- 8 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Deer defined loadcases have been considered in this design. Bracing Schedule: Chords Max O. C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.011 20- 3- 0 27- 4- 0 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Max 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--81/190,7-30=-78/180, joint Locations 1) 0- 0- 0 7) 33-11- 2 13) 17- 0- 0 2) 6- 0r14 8) 40- 0- 0 14) 11- 1- 8 3) 11- 0- 0 9) 40- 0- 0 15) 6- 0-14 4) 17- b- 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 MAI. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Boric Uplift 7 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 2-14 109 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 11-0-0 18-0- 0 11-0-0 1 2 3 4 5 6 7 8 6. 00 6.00 3. 00 1 -3.00 6-0-6 0-6- 6 Face = 0- 2- 8 0- 8- UAL - L0-8- 0 1760 IigQ0 14-2-6 ,, 7-1- 0 ,, 12-8-0 ice, 00 II 11-1-8 17-9- 0 11-1-8 0 03 8 6 15 4 3 40- 0-0 2 l 0 0 0 R - 3- 9) ( R - - 9) COSMETIC PLATES (4)3E6 (48) 224 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COFY OF THIS DRAWING TO 6E GIVEN TO ERECTING CONTRACTOR. GRACING WARNING: Laronda Systems Sisang shauv anthisdiningisnormaimbracing, brocing. Portal bracing or similar brocnng which u pan of the bmdldd og design awhich auto be consideredbythebuilding dmagoer. Bracing shoao v u for ratisupponof tun nitmbms set) mmean¢ buckling kngrh Prorssaom ®be made, 0 n ham lateral bracing a mds and spadfied locaflons delermrad b) the building designer Aftiroml bracing of the medl ancnue ma) be rcgmmd. (Sot RIB-91 of TPI) For spaift ter bracing revimemeoost, contact building darpier ffruss Plane lnvtme, TPI is loaned 21333 4005 MARONDA WAY DOoofnoDrixAiadse6Wtcomn53719) Sanford, FL. 32771 Component Eagimaing b): Tniss Engineering Co. P.A. gig Sau-W Rd. FAcmon, NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 01T0050066 267 MedaIDon FL Ghuhlota, FL 22766 Design: Matrix Analysis Profile Path: C:\TEE-LOA\Work\ Jobs\COVIC4\COVINGTON L{ 4\87 Scale = 0.1585 Eng Job: WO: COVR4 Dwg: TI: HSSA 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 vsf v4.7.32-60746 Prx I I I Job: COVINGTON K 4 CUStoMer:10# UPLIFT D.L. WO:COVK4 TI:HS6 Qty:l DESIGN INFORMATION Thu design is for an tral-dal building component ad has been based on mforuestim prvstded by the client. The designer d-laims any responsibility fo d-ges n a result of nwt) in marneu information spmOcatimf and/or designs furmsbN to the tom designer by the client and the correctness or accuracy of this information a it My Tithe to spcafic project ad accepts no respomnbilit) in c crases no eoutiel w ith regard to fabrieaminn hamlina, shipment and installation of trssses. T h. uuss has been deiignnd as an imMdual salamis campoam in accord, or with ANSVTPI 1-1995 and NDS-97 tobe incorporated as pan of the building design by amldnol Designer. When mimed for appmnl by the budding dr9ger. the design loodmp sta am usent be Noted to be are that the data shown art in agreeroem with the load building codes• load ctrnatie records for wind or turns loads. project spmfiau in in gpeeial applied Imdt Unless shossR tom has out ban designed for storage or occupancy loads. The design am®es ampressmo Nods (cop in bat®) are cool manly braced t, sheathing unm omwise spclirl& When, broom chords in tension are not hrlq broad buerall) by a p-pat) applied rigid ailing. the) should be braced at a masci®nm sparing of 10-0' o c. Coaaao plain "I be famed Isom 20 pugs m dipped gahitnlad sure clink ASTM A 653, Grde 40, -less otherwise shone. FABRICATION NOTES print to fabriaica the fabricator shall mice this Naming to tasty that this thawing is in smfl rmme atth the ram,ators plsa and in rcut- a continuing reponsrtalay for such -fla tiOt,"diacparrao ore m be pus in writing before sitting or fnhtimtion Plates shall nail be F-11M my kwnhnim kom or dunned gain. Members shall be c a (w tight fitting wood to noed bearing. Connor plates shall be bored on both (m of the truss ottb nails fulls imbedded and "I be sym. about the joint unless otherssis Noun A 5x4 plate is 5• aide x J• long. A 6d plate is 6' aide s g' long_ Slots (hole) con paralm m the plate lenph specified Double cans m ate member. shall mat at the ce tmid of the nets ales Othensue showm Connector plate sin are miniourm araes mind ® the forces shot- ad may need to be incensed fQ attain handling ad/ur erection mean Thu truss is m to be fabriated nth fire retardant treated hum. uolm oil-- shoran For addnioml information on Quail) Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bracing ad .atmn eeenenmendaman are to be followwd m accord, wiN acoepad industry publication Trusses are to be handled with p:miadar care during laming and bulling, ddna) and i-listion to asoid dam Temporary and Permanent brong fo bolding toms in a strargbl and plumb position and for rarslrng lateral forces shall be designed and iasddd b) athem Careful codling n essental and cream bracing is always required. Normal precautionary Kum fa trusses ro utra such temporary htaang during installation bersam trusses to maid toppling and doromng. The supersttioo of erection of lnoses shall be under the control of perms v penenced in the installation of truss Prof®mu ad,- shall be sough if waded. Caa®uatiou of oo®rucei® lamb ga. than the design loam shall not be applied to fuuss at" urn No toads Other than the ueight of the erasers stall be applied to comes -W all, all raueuing and bracing is TC: 2x 6 SP 02 2x 8 SP 81 D 3- 5,5- 7 BC: 2x 6 SP Q2 WE- 2x 4 SP 03 A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, Iea 1.00, Exp.Cat. B, Rst= 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Truss in INT cone, TCDL= 4.2 paf, 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 ea -0.59 Long term deflection factor = 1.50 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. User defined loadcaaes have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boric Uplift T Type 0- 4- 0 1 1760 0 -911 B Pin 39- 8- 0 1 1760 0 -911 B e 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 Toint 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=-274/1e1,14-6=-205/633, 6-13=-459/284,13-7=-622/1637,12-7=-530/1338, 12-8=-10/386,8-11=-136/173, 9-0-0 22- 0- 0 9-0-0 1 2 3 4 5 6 7 8 9 6.00 6.00 3.00 -3.00 Face = 0- 2- 8 0-8-0 w 1760H 8.00" 1 5-0-6 0- 6- 6 Face = 0- 2- 8 i 0-8-0O 1760H 8.00" 9-1-8 21-9-0 9-1-8 0 0 8 17 6 15 40- 0 0 3 2 I l 0 R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems Bracing showaionthis dantngisnot erection bracing. uidbracing. portal bracing ao htNti milarb,ngwapanof thebuildingdesign and which ®m be cortsidaM b) the building design. Staining shorn is for lateral appears of tom rnembe s only to redas hackling leng6 Provisions ®m be made to anchor lateral bracing at ends and specs locations dclermined b) the ddWmg designer Additional bracing of the mvall strumre ma) be required (Sce HIB-91 of TPI).For specific tom boring rsgmrenems• cmman building designer (frrm Plate Iastuat" TPI 6 loafed at 593 4005 MARONDA WAY D'Oroftio Drim Matson, Wisconsin 53719) SanfDFd, FL. 32771 Component Engineering by. Tom Engnsng Co. P.A., S 19 Seudside Rd. Elm NC 27932 407) 321-OD64 Fax (407)321-3913 TOMAS PONCE P. E. LICENSE 00050066 367 MedaMon FL GhuhsotsN FL 72794 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 y8 R 3- 9) Scale = 0.1585 WO: COVK4 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\Jobe\CGVK4\COVINGTON X 4\HS6.prx Job: COVINGTON K 4 Customer:10@ UPLIFT D.L. WO:COVK4 TI:HS6A Qty:l DESIGN INFORMATION This design u fun on md-d al Eml&.S melon and has b® based on informarm pronrtd by the dam The desga dndaima any responsibility far damages m a result of hall) or incorrect informmm rpaafiatiom andlor designs furnished to tro buss designer by We clam sal the ootsectians or accuracy of this information a u ma) relae to a specs project end accept on responsibility or undsas an control pith rsprd m fabrication hmdlin& shipment and umalladon of trussn Thu tom has be. desnpad in an udhidiW balding component in accordance aith ANSVfPI 1-1995 and NDS97 to be inonrporad as par of the building desnp b) a Building Designer When --.it for .pprm.1 by the building desuguu, the desip lmdiny irons mum be checked to be sure that the data shm\T are in agnenam aith the local building codes. Ioal climatic records to, wind a sun, foods, project tpealie niom or special spplied leads Unless shown tom bas not been designed fun image or ooa,pnnc) funds The design assumes compression chords (top or bottom) are aarnnortd) braced by sbeohisg mdm ahernve spmraa Whore bottom chards us tension are not fnlb bussed laterally b) a properly appfaa rigid -tins they shade be braced at a maximums spacing ofIT-0• o e. Connector places shall be mamntrnred from 20 page boa dipped phamad used nisi;,, ASTM A 633. Grade 40. anlm othcro- duo. FABRICATION NOTES Prior in fabrication. the rubricator shill maw this dra W to %Lif)' that this dramvng a In ®fminaesee sith dot rubriamYs plain and m -1 ss a mmlaa rig responsibility for such .cifiam- Any duacpsincies are to be pm ra oriung before cutting n f abricn m Planes shall not be installed m,er knotholes, knots or distorted grain Msmben shill hem fa ugb futhng mood to wand basing. Connectw plates shall be located on bah fun of the tries oith nails full) imbeddrd and shall be s)m abaci dot joinsartless athvoise shoos A 5a4 place a 5' wide s V ice& A 64 plans u 6' ode s to Ioog. Slota (roles) rim pars", m the plain length specified. Doable can; on ucb members Ball min at the amrmd of the om rlis unlraAvuisespoon Conrcam place sins are minimum sirs bused on the farm sMnv and may need to be c,.. d for -inns handling andla errand stresses. This man is net to be fabricated aith fue reardam tread lumberelm ahem= sronn Far add,lk mil ioformmm on Quality Control relies to ANSOPI 1.1995 PRECAUTIONARY NOTES All bac+N and c,eaian ream®dnlam are to be fo"m d in actordana with accepted irmmy pubtrauory Tnssses are to be handle with (articular are rmrirg b. M,nw and hrrdli- deln,=y.nd nldon m acid damage Tempofay andpermst bracing for holding bass In a nmi& and plains, portion and for rmsunj Wad form dull be designed and insalled b3 others. Careful handling is t»tial and erect bracing is.bays required Normal preamsmar) action mr manes regmres such temporary bracing during imaallmno henna masses to nod tapplmg and A-imirg. The asp-, sim of seam rf m dull be under the control of persom expenamd in the i of mass. Professional ad%= shall be sough d mdod concentrations of ® runes Imes gate than the design hods dot" no be .pplMd to utaso at so3 time No Imes raher than the uci& of the creams shall be applied in timstan curl after all 11- ng and bracing is TC: 2x 6 SP 82 2x 8 SP 02 3- 5,5- 7 BC: 2x 6 SP 82 WE: 2x 4 SP 63 2x 4 SP 82 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 1- 02, CiC, V= 125mph, Her 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 paf 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 Horiz. 0.34 0. 61 NA Max DL Deflection L/ 757 - -0.61 Long term deflection factor as 1.50 1 5- 1-12 0- 6- 6 Face = 0- 2- 8 0-8-0 9- 0-0 2 3 6.00 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. 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 48.01r 20- 3- 0 27- 4- 0 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 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, HOT 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- 0- 0 4 5 6 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 Cges 1 MAX. REACTIONS PER HEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y 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 7 8 9 6. 00 0% l % 14-2- 6 21- 9) 8 17 16 15 COSMETIC PLATES (4)3X5 ( 48)2X4 7-1- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: M a ro n d a Systems Braciag s mo an dus draping is not cr¢von bang. mind brnctog. portal bracing or smear bracing which is. pun of the tarnldune desim and uhicb mum be ramddcnd b3 the bd&ng dmg=. Bating sboam s fbr tat rid a qq mt d mum Ds gnr : TLY m®bos only in redtxe bwUmg Wok Prmwom mad be made m sual= Wad br=4 at area and specified Irratioas daamiecd by dot balding designer. Additio al bnomg d the mwall stroaue ma) be requir d (Six HIB-91 TC Live 4005MARONDA WAY ornmiFoDr aMdr sonwiscoman53719i g-a 1a ward us+3 TC Dead Sanford, FL. 32771 Con, FnTn,erm A:Truss EogoarwSCo. PA.. pig Scum Rd Edenton NC 27932 BC Live 407) 321-OD64 Fax ( 407) 321-3913 BC Dead TOMAS PONCE P.E. LICENSE a0050060 _ 367 MedxM*n FL Chutuota, FL 32766 TOTAL Design: Matrix Analysis Profile Path: T:\TEE-LOK\Jobe\FL\125\Covington\COVINGTON K 4\HS6A.prx 1 5-0-6 0- 6-6 Face = 0- 2- 8 t t,o- 8- 0 9) Scale = 0.1585 WO: COVK4 TI: HS6A Ch.k: 8/24/ 2006 16.0 psf Lbr DF: 1.25 7.0 psf Plt DF: 1.25 10.0 psf O. C.: 2- 0- 0 TPI-02/FBC-04 10.0 psf Code: FLA 43.0 oaf v4. 7.32-66698 I I I Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:HS7 Qty:l DESIGN INFORMATION The design is for an uali idud building mmpmem and has been based on information {omidrd b) the diml. The designer disudaiml any mspom'6ibq for damages es a resdt of frill) or iaarrm information. wearrimor es and/or designs furnished to the truss designer by the client and the correctness or aecotaq of this information as it may relate to a specific pmjm and caps m reryo®Wity or esercim no control mild regard to fmb.cation haod]bg, shipment and imma" of trusses. einThisLbeer been designed as an indn al of in armrmna with ANSVfPI 1-1993 and NDS- 97 to be incorporated n pan of tha Melding design b) a Building Designer. When murnud for apprmnl b) the building designer. the design Inadinp sewn must be the M a be one that the dais sbouo are in aeem gswith the loot bmldtag coders local Climatic records for oil or mom loads, projrn spedfiatiom or sp=W applyd bads. Unless shomm. truss has not Ent designed for storage a omtpancy loads The design stoma mnprearoo chards (top or bottom) as conunuaashy braced by sheathing ondm Othumise spearmd Where bmom chords m tenon are not (WI) braced Lu c alb b) prayed) appbd rigid srili, they silodd tr traom u masimam spacing of 1 R4Y o c Conmaor plan &ball be mamdacturN boas 20 gauge hotdipped phadad stet meeruag ASTM A 653. Grade 40, codes otherwise sbouo FABRICATION NOTES prior to fabrication. the &line m shall mien this drawing to %=f t that this do u% is in omformux with the fabricator's plain and to reahn a rani responsibility for such -tuition. Any docseparcies am to be put in unting before acting or fobriutan Bata shag not be installed osw kmahola. knots or dmonod grain. Members shall bead for ught Brung mood to mood haring. COtucaor plain shall be Iocio on bah faces of We tress uith ands full) amDe" and shall be s)m abed del: jmm unless otboww: shcun A 5s4 plate 115- wide x 4' long. A 6sa plate is 6' nude t a' I=g Slots (holes) r= parallel to the plus length spmfied Double cons on wtb ® bus shall mess at the xmmid of the uebs unlm otherui shwa Cassino, plate sin are mimmom shin based on the fermis shomo and may mSd to be immersed for certain handling nadlor emui= meats. This tram is era to be Gbriated uith fare rcLardam bated I-, udm abermise shwa Foradditional information on Quality ConuW never to ANSVf41 1-1995 PRECAUTIONARY NOTES At] bracing and ereciioo rroanmcodvaas are to be fdlom ed in accordance uith aalpwid anduoq puWrouoaa Tames are to be handled uuh paniwlar ate during hooding and bundlavg, ddnwand restmlluton to mid damage. Tempory and pines; taxing for holding tams in a straight and plumb position and for rntaing lateral forces shall be designed mad installed by others. Careful handling is essential and ci ectan brciog is alur3l rtquirci Normal p mulionuy maim for trustees requires such taWorar)• tracing during ion ni too beru n tnmo to void toppling and Mminorn TTe uVms of ernxt= t buan shall be under the maid of pasons «perieraxa m the inadLwca of trusses. professional ad%= shall W sought d owdea Coaccdration dcnmwetion Inds peauer than We design loads shall era be applied to tnme's in an) time No loads Other than the weight of the ermors shall be d el es apply trussuntil anerWfaaaiag and b-, a TC: 2x 6 SP # 2 BC: 2x 6 SP # 2 2x 8 SP #2 15-16,12-13 2x 8 SP #1 D 13-15 WB: 2x 4 SP 03 2x 4 SP #2 3-15,4-14,6-14 1-13,0- 0, 0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, CiC, Ven 125mph, B= 15.0 ft, I= 1.00, Exp.Cat. B, Azt= 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Truss in INT atone, TCDL= 4.2 pelf, BCDL= 6.0 pelf 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. 19 A 15-14 7722 0.83 5- 6 -8629 0. 79 A 14-13 7723 0.83 6- 1 -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- 1-12 0- 6- 6 1f MULTIPLE LOADCASES -- This design is the Toint 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 Max O.C. From To 5) 20- 0- 0 11) 35-11- 2 17) 4- 0-14 BC 48.011 0- 8- 0 14- 2- 6 6) 26- 6- 0 12) 32-10- 8 18) 0- 0- 0 BC 48.0" 20- 3- 0 27- 4- 0 In -Plant Quality Assurance with Cq- 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(s): X-Loc BSet Vert Boriz Uplift S Type 7 0- 4- 0 1 1760 0 -907 B Pin ]FORCES (lb) - Max 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 C 14-13=-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, 15- 4 -546 0. 10 C 12- 6 872 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(s). I.Span-0.94/ 496-1.84/251 5 Horiz. 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 Face =0-2-8 0-8-0 1760# 8.00" 6. 00 7- 1- 0- 3- 9) COSMETIC PLATES (4)3X6 ( 48)2X4 6x12 4x6 8x10 4x6 6x8 6.00 T 0- 6-6 4- 0-6 I i I L ' uu 14-2- 6 , 7- 1-0 12-8-0 LFace =0-2-8 8-0 1760# 8. 00" 25- 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 ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems Bncng showmonthisdranmgismerasionbwn&mind basing, portal brtnoaor similar braNng uhrrh is a pan of the Molding design and which must be ansidered y do building designer Bracingshone is for lateral arppon of utm rambets onh to redact buckling length Prmwonsmust be made to &whw Lutad bradng al ads and spadiced loci its determined b) the building designer. Additional bracing of the otwall su cnue may be reyuirrd (Sot HIB-91 d TPI) For q mfc tress tracing rtgnttemcrost e=tao Molding designer from Flue Iamitin TV is bated it 533 4005 MARONDA WAY D•omrrioDrht.Madmet, Wi-sin53719) Sanford, FL. 32771 CEoyomavg b)- Tnm Eoyommg Co.. P.A. 813 Scumside Rd. 51- NC 27932 407) 321-OD64 Fax (407) 321-3913 ' TOMAS PONCE P.E. LICENSE ra0050066 267 MedxMm FL Chatluie* FL 32766 7- 1-8 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: COVR4 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 Design: Matrix Analysis Profile Path: C:\TEE- LOX\Work\Jobs\COVX4\COVINGTON IS 4\887.prx Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:HSGRD1 Qty:3 DESIGN INFORMATION Thu design is for co iditi0rd htiWtnj tmponrm and has helm basil an tafarmatiso prm;dm b) tho diem The d=gaa dtsclainm av ncstainsibili4 for damaga m s rmlt of fadty or i>mrm information tPadit iam Won design hunnsbd in the vuss dmg- b) the: diem tine the .'enrtm a aomrxy of Ihu rnforwnrnri a n may rc1M to. sPacifa pojeet.od asups no responsibility w csacisa no control with reprd to Ibbriation handling, duplRnl and Imlallation of Vuael Tbs Irtm has be- dmgeed as co mdnidmd bulldog coogmean in arxwrdana with ANSVfPI I-1993 and NDS-97 to be immpomed as pan of the bu'A,-- design by a Building Dtnagoa. When missed for appronl by the bu ld- densm. the design Imdinp shown min be cbwked to be sine that the dw shams ore scuin agrCCmCalniththet1Goldingcodes, loot drmmc ds fin nind orscow Inds. pnjm sp=Batiom a spend appbd ! cods. Unless shonix tstm has oat been dengood fm - am geor M-T, lands. The design asmmcs amprr: sioo chords (top or boaom!.re comnnuauy broad by shnlhinS udm aihcmtx sp=fned Wbne ban= chords in canon are nor fdq brae lmmnBy b) a propnp' appl d rigid milm, they 1 o 1,1 be brae at tozdmnm spacing of IOO' o e Cemteoor plants shag be mam, mesmd from 20 page m dipped phanirod steel axli., ASTM A 653. Grade 40. onlm otherwise sbmm FABRICATION NOTES Prim o fabnotim4 fib thenutnr slue mim this denting to tery that this arming is in =If?,-.,th the Uniators phut and to ral,Ze a comiouing responsibility for such tsnfiabon. Any di:repnwcics ore o be gin to smtng hofore awns orfatnation. PGtes skill m be i-11-1 ma kmboles. knots o, distend psis. M- bas shall be at for u& rating .cod M .oil tearing. Connector plates shall be Mad on loth Goes of Iba truss with .its IWh' iand shall be s)m sbom the joint -less otheraim spoon A dss pens is V wide x A' lw& A 6-J plate is 6' wide a g' Img. Sloss(holes) rim pardld to the plate Icogh syemlfd Dodic erns on uct, ncmbaa shall nsea at theomtioid of tho uebs udess mhu.ise shin.. Cannalm plate dZes ore mintrrntm sire baste an the forth shown and may oced to be tnetcare fee cam. h- Nins andlor n=im messes. Thu tit- is not to be Ghriatcd .ith fire wndam treated hnmba holm orb"= shoran For sddsbooal information on Quahi) Control rda to ANSMI 14"s PRECAUTIONARY NOTES All tracing and a= on rota non dations ore in be folloud to a®rear an with acocptd induuq probations. Tenses ore to be handled nsth particular are during banding and budlm& deincy atd iasiaibd- to nvid damage. Temporary and permaomt bracing rho holding tames M a nnigin and plumb pontion and flee res9irig Grad farces shau be design and ssmalld by Chas_ Canid handling a agent -I and erection bracing is alna) 1 raprireri Nmmal pmmmar)' Kdoo for tmsses re( pres such temporar) bracng during insulLinion bawu t tnissics to ntid opplms and dowcoing. Tho Vervisiaa of etatr® of tnsssa shall he under the control of pcmns esp-noid to the tanallatton of Inters Professional a&= dill W arght if meded Caotauntion of sanction Mnds gcalii than the dcagn loods shall oat be applcd to trines at an) time No loads otha than the bad& of the ennms shall be applre to Acmes anal after all fastcoing and bracing is TC: 2x 6 SP 91 D 2z 8 SP 01 D 3- 6,6- 8 BC: 2z 6 SP 01 D 2z 8 SP al D 16-18,14-16,13-14 WB: 2x 4 SP 43 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 0.58 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 Ln Lineal Footage = 248 Unbalanced load case(a) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This 3-PLY Hip Master designed to carry 71 011 open jacks ( no webs) across center and Hip Jack Truss framed to BC 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 stone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/ or Glazing Req Supported span based on int. rind zone. In -Plant Quality Assurance with Cry= 1 MAX. REACTIONS PER HEARING LOCATION----- X-Loc BSet Vert Horiz 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 Compression/ 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 PLF 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 . NEB. ..FORCE..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(s). 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 5? pI e I vac 7 8 9 10 6.00 6.00 4x6 8x10 6x8 6x8 IOx10 6x8 8x10 4x6 4-1- 12 0- 6- 6 Sx6 8.14 6x8 IOx10 6x8 10x10 8x14 0-6-6 Sx6 4-0-63 3 4 3. 000 Face = 0- 2- 8 Face = 0- 2- 8 0-8-0 8 0 3637118.00" 3637H 8. 00" 7-4-8 25- 3- 0 7-4-8 0 ig 8 17 16 5 4 3 12 11 01103A 4000 R - - 9) 559.8# 559.9# EXCEPT AS SHOWN PLATES ARE MiTek MT20 v- v o Scale = 0.1547 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: HSGRDI FMaronda Systems Br=ngshwnonthiser.tt;ngnnor amoobmma.n;mGacing.pmwbratingorsimihrbraontuhichisapan of Dsgnr:TLY Chk: 7/22/2006 the building daign and .hrh man be eomdad by the Golding deangm. Bracing shun is fin literal support of truss nnembera only to adnct: Wcklmg Mngh Pmtis o mutt be made o awbm Intern! Waring at cads and sp=r, Imtiom ddermind by the budding designs. Additional bracing of the mmff uncsme may be required (See HIB-91 TC Live 16.0 psf Lbr DF : 1.25 of 7Pn.Fw spends Iron bit ag mgwi ntk coot= bmldtns dmpa ("r m Plate tavinde, TPI is lost, an su TC Dead 7.0 psf Pl t DF : 1.25 4005 MARONDA WAY Domino Drite Madison Wucomod]719) Sanford, FL. 32771 Coror Engicr ting by:orn TEnginmgarCo.. P.A., Big Sn`6Rd.Ed--NC279d2 BC Live 10.0 psf O.C.: 2- 0- 0 n® 407)321- 0064 Fax (407) 321-3913 TPI- 02/FBC-04 TOMAS PONCE P.E. LICENSE OW50069 BC Dead 10.0 psf Code: FLA 367 MedaMon FL Lhuluota, FL 32766 ATOTAL 43. 0 nsf v4 . 7 . 32-60750 Design: Matsu Analyeis Frorile Fatn: C:\Tk N- LUZL\wort\done\CUVAG\WV1NUTUN A a\nssxus..prx Job: COVINGTON K 4 Customer:104 UPLIFT D.L. WO:COVK4 TI:J Qty:7 DESIGN INFORMATION This desip is fen an i dnidua] bwldina component and has be. based on informalim prvaded b) the dim. The dmgner d6s i'ana any n>wousilalu) fa ",mates u a msall of faulty or iaxarm idbrmtmn, spmfiatiom andlor deagm fu nishrd to the puss desitar by the drum and the mnmam of amtm]m ocyofthisinforrnnn oy relate to a spean pajact and aueps m responsibility or eartdsa no control oath rcprd to dbriauoo, handlinL stir, W installation of u Thu um ha b® da9gared a an mM>mral building compmm in ano—a —oath ANSVTPI 14 "3 and NDS-97 to be inoorpmated as pan of the holding dmp by a Budding Dmtoes. Who tnxnd for apprmal by the buildmt destper, the desrto Icodinp shown ram be ehn&m to be sure that the data divan are to agro—m 1aW loa the localbuildingcodes, f cflmatd minds for lid w mow Inds, proem gmfrations w special applied loads. Ildcss sholu. trim has not been designed fa am or onopeny land& The desip assama ampressim I I (topabarns)arecudimovly braced b scathing coral- othern= spedfird Whme balm dtords rn teorioo are out fall) braced tatrnlh by a 1—M a)• applied rigid ceiling, the) should be brood at maximum sporiog of 10'4)' o c Connector plates shall be truantifacrarod f 20 pugs ha dipped pl%—.d sued mmiag AM A 653. Gale 40. udm otherwise shins FABRICATION NOTES Price in Gbnouue. the foNiaror shall view this draniog to aerily that this dnming is In amfonmm aith the fabriatn' s plans and to realize a ammudng responsibility for such av fwim Ar0 dscrep,ma am to be put in waling before stung or fid aim. Plata shall not be installed my knothcla knits or distorted grain Membms shall be m fw d& Buing wad m wad bearing. Coamnn plats shall be laatd m bah face of the tram w1b mils nab imbedded od shall be s)m abort the joint unless othemix damn. A 5x4 Plate is 5' lade x 4' long. A 64 Plate is 6' wide x to long. Slots (boles) run ponlld in the plate Length spodfcd Double cats an anb umbers stall meet at the cmroid of the subs unless cab --shoo. Coo —saw Plate ten are mmnmm am based an the force &boon and nu) need to be incsased fa ccnai a hailing ad/or ermiao sue This truss u not to be fabricated with foe raardam treated lumber alas osherom s man. For additional infammrm an Quality Coned refer to ANSVfPI 1-1995 PRECAUTIONARY NOTES AB orating and ensnrm ru>ov®daumd an: to be folloaed in .. odanoe with aocpLed tnduslo pubtuan,uies, Trusan art to be handled with pontotar art daring boding a W bundling, del—) and r®abuno to void dump. Teogmruy and Panama bndng for bolding trusses in a a might and puma posma ad for resisiiag Ismael face shallbe d-Viod and installed b) ahem Cardin] in-11iag is ®teal and erecuan bracing a Wus)j required Normal premnimaq araim far tress require tech tmpo as) Dradng during ursud ado. bcm= cot® in maid toppling and domnoing. The wpmisim of ermion of tnssm shall be under the anaol of persons e\q—nod in the taaallauan of unsta. Prafesstora] adnace dal] be~ tf nomad". Caoxmnttm of atnvmutia leads porter than the desip tad& shall not be applied to team &I any Lime No leads other than the uetght of the erecaon shall be applied m ups unW after all fastening ad bracing s eanap., TC: 2: 4 SP 42 BC: 2x 4 SP 42 WB: 2x 4 SP 42 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 truss. Shim or wedge if necessary to achieve full bearing. 3-3-2 0-6-6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Lmaronda Systems i 4005 MARONDA WAY Sanford, FL. 32771 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 9005006B 367 MedaMon PL thutiaots, FL 31766 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= 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 1 2 6. 00 C/ L: 4-11- 4 112# 1.50" F-19 A 260N 8.00" 103P 1.50" 5-0-0 t 4 3 1- 0-0 5-0-0 R0-I1-11) READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAPING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bung sauna an this drawing a not ermeon bracing, aid bnerag, ponal bradeg w similar bracing ulakb is a pan of ftbuildsog desip and shch must be amsidad by the btnldrag nYsiper. Bndnt &bona is fen 'am l m- of utm mmbera orb to rdua btd Bng lenpb_ Prumovs must be made to anchor 'am l bnrmg at ends and spmfsed loatiau derermiad b) the building deapter Atldittmal bredog of the m,7all moat= os7) be required (See f8B-91 of TPI) For speea ue ss brwrig ruprirmots, umaa bwldmg desigm.(Trnss Rase lnnstwr, TPI is tooled at 523 DY)mr,io Dms, Madison, Wssensin 53719) C000pmm Engi_ow.. b)- TrussEngineering Co . P.A. Bit Soudside Rd. Edute n. NC 27932 joint Locations 1) 0- 2- 1 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift I 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 H 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: COVK4 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: K 4\J.Prx l I ' Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:J1 Qty:2 DESIGN INFORMATION lass dap is for an indhidml building mmp®em and has been based m ioforma m psouided by the diem. The dager dnclwms any responsibility for darn, as a resitlt of fadly or mmrrcl a,..,..irm spcafiaiom and/or design llunishrd to the trim desipier b) the diem and the mrrmoess or mwirxy of this tnformaum as it my relate to a sptctfc proved andaccps m responsibildy or evrdscs no tmtrd with reprd to f26ritati— handliry, shipment and twe""— of trusses This true has b® desiprd a an itdnidunl building component in not d,M nub ANSVIPI 1-1995 and NDS- 97 m be incorporated a pars of the building drip by Buildrall Doper When mused for appronl b) the building daps. the design to dinp shoos mat be chakm to be sore That the data shown are in apeemem with the loco] burldiag codes, load dtmatic ram I fa wind or slew lams. prtrpa spmBatsoa or special applied Io ids Unless shown. since; ha m bead designed for storape or occoparcy Inds. The dmp asswmes mmps® m chords (top or bosom) are coroirnmosisly brand b) shahing unkns othe-ise spealkd Where bats— chords m t® — one IWh brood latent) by a poperty applied ripd noting, tbqshould be braced 1411 rrnsirmm spacing of I(r-0' o c. Conrcnnr plates shall be mamfiwrcd from 20 pap: hot dipped phamad stew] meemg ASTM A 655. Grade 40. anlm otbcnve shown FABRICATION NOTES Prior to fabriaimc the fabri rtm shall mien this drawing to stsih that this draninp is in mnformarcs nsmh the bbnator' s plwss and to rol)is a antimmg responsiMty for such %vadficastiora An) aicrepanaa are to be pat to —nog bdore among or bbriotm. Plana shall not be imWkd mer kra les. knots or distorted grain. Members shall be can fm tight Bring rod to rated baring. Corm.< mr plates shall be lowed on both tam of We trim nub mils Btlh irrdtcdded wid shall be s)m. about the jot- u, onie shm. A 5c4 plate a P side s 4• lorry A 6a plate is 6' Hide s S" Ise} Slots (holes) ram pwW)d to the piste knph speafed. Double cos on neb members dull meow the otauuid of the ndis unless otherwise shown Connor plate scot see m•.mmm sits based on the fmoea shown and may nod to be iiela¢d fm cenwn handling and/or carman Nfffi This trains u not to be fabricued ouh foe nvedam voted tombs imka orbmo shown. For additional irJormatim on Ot abry Cora d Hier to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracng and er=m rvammendtimu are to be fotoosd in aawdame osth accept nd tndrmry ptblkatima Tronses we to be handled wish pansadar ore dtmng banding and bu.M. , dd..) and n..i,.,, to orw damage Temporary and pettmna bracing for holding ttiv¢s m a straightwad pt—b position and for rtsai- lateral fmm slut be aesigad and inaWled b) othm Cwrdbl handling is m ,iw) and emaim low g is W.13s required Normal prttadiomr) wam for trusses regnves such ternpwm bracing during installation behseen trusses to said toppling and do ainonF The sitptstsim of ercston m trusses shall be wider the ewmrd of pews— espertenmd iw the iaadia m of Imswa Professional adsim awl be taught d worded Conrmtratim of mtstr ction loods grater than die dmp toms shall ism be W d toutsses w an) dine No Imds other than Ibe naght of the ercelors shall be applied to trusses uiril after at fastming and bracing is TC: 2x 4 SP 42 BC: 2x 4 SP N2 WB: 2x 4 SP fl2 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 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, Kzt= 1.0 Bld Type= encl L= 3. 0 ft W= 3.0 ft Truss in Elam zone, TCDL= 0. 0 paf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-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 3-0- 0 6.00 CIL: 2-11- 4 67N 1.50" 175H 8. 00" 62N 1. 50" 3-0-0 4 3 1-0-0 3-0- 0 RO-11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: L a Co n ddSystemsBaraangLbmmmthisdrawingismerosionbmda& hindbrwn& ponal bracing m:mdw brmng which u pun of the building design and which trim be witsidered by the buiWmg dad far. Bracing shorn es for latent stppon of uuss bads onry tore' bucUing kngd Prmisions tins be made to anchor Weal bracing at ends and spmfied 111 louoa ddr+mved b) the building designer. Additional bi actng of the moll srocture nny be required (See RIB-91 bracing Inauma rnl is located wsad) 4005 MARONDA WAY VOw wrnsni9)), Sanford, FL. 32771 Component Engines ing by Truss Engineering Co. P.A, cola Saingsges Rd, Uen oo, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50066 367 Meson K Chiduotia, FL 32766 Toint 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 Horiz Uplift Y Type 0- 4- 0 1 175 126 -318 B Pin 2-11- 4 1 67 98 -182 T Pin 2-11- 4 1 62 0 -46 B H 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 I I Job: COVINGTON R 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:J2 Qty:2 ' DESIGN INFORMATION This design is for m iodn ideal building mmponem and has been hosed on information prtnsded b) the client. The designer disclaims coo) responvbduy for damages n result of aWq in incorrect inderacificin, Speer — and/or design fionishrd to the trim designer by the dam and the c neemess or aouoac) of this mformalm a it ma) reline to a Wen k project rod Kogx m respormbrhq or eondsa oa cmtml n.h regard to fabriatiaq hanmms shipmets and nicaultan of inme. This truss has b® designed as an uxh idual building component m accordance oub ANSVfPI 1.1993 and NDS-97 to be incorporated a pass of the building design b) a Budding Design. when mienad for appmal b) the bmkrog dmgn, the design loadings show. ca a be rha ied to be one that the data semi are 1. agreement nub tk loaf bmldtng codes. local dn®tic records Fa wind in men lords_ prq- gccar ions or sp¢ial appltd loads Unless shonet truss has no been designed for storage or omgnscy loads. The design asamcs comFessmn chords (top or bottom) ate cominuoasl) broadb3dteathing.nestahernvespm0od. Where beano chords in t®m are not Rd)) braced Laterally b) popish applied rigid adta& the) should be baud n a mad® spacing of IP-0' o c. Connector plans shall be mamdaaad from 20 pugs hot dipped phnnind sad oa:isng ASTM A 653, Grade 40. ®Ica ctbuwise shoo FABRICATION NOTES Prior to fabnmiors we (abnasm oral/ mud this dnuing to nenfy that this tinning a in co ilmromme with the GtriataA plans sad m rolia mntmivg responsibilit) for inch sysftatiao. "dauepaom are to be Pin In nTtinng trll milting in fabnanoa Rates shill m tr &. - runs knotbola. torts or dtstnuted gain Members shall be cud for light lilting hood to nod bearing. Connector pbta shall be located on hub hm of the truss n,th rails fully imbedded and shall be 9 in ban the prim urlea ahowix shorn A 5c4 plate is V nide s 4' ling. A 64 plate is 6' nide s Be long. Slats (holes) run pamlkl w the pL= krtg6 spomfted Dole eras on d mend. shall mess in the android of the webs onless otbm= shwa Cmaam plane sins are minimnt tiro bard coo the form shmm and may need to be mm ensd for certnn handling ad/or ermine stresses. This trim is not to be Obriatd with fire raardant treated 1— urdm dhmnise dtnn. For additional turbirma in an Quality Catml refer to ANSVTPI 1.199s PRECAUTIONARY NOTES Ul bracing and enecam recommendations are to be blla nil in accordance ntth adapted induary mblkationt Trttsm case to be handled alb p rticid, ire during bmdnng and bundling. delna) and mulb oato to nod damage. Temporary ad permancin oaring for holding tresses In a swigb mandphb rodtioa and for resmutg fuss/ form shag be dmgnd and installed g otbea. CandW handling is —axial and mcca tracing is dwa)s required Normal pmmimu) omen for none requires stch temponsry bracing daring n o-11— bsntm firma m Mond toppling and bmimag The stryenision of aatnon of tnssa shall be tide the con im! of permits apewmd in the ' mulbtion W trusses. Prafcesional a&= shall be asn& f needed. Conuatntion of cortannetton loads gnarl than be design Inds shall real be appbd to trams at any time. No Imds orbs than flit wtigtr of the amen shall tr Whd to tnnaes maul tiler all hamintg and bracing u TC: 2x 4 SP A2 BC: 2x 4 SP N2 WB: 2ar 4 SP 82 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. 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, Hzt= 1.0 Bld Type= encl L= 1.0 ft W= 1.0 ft Truss in END zone, TCDL= 0.0 paf, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-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 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Soria: Uplift Y 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(a). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor ea 1.50 6.00 Attach with (2) C/L: 0-11- 4 16d Toe -Nails 23H 1.50" 516 T 1-3-2 1-0-6 0-6-6 Attar with (2) 16d Toe -Nails I I I 1-0-0 - t 4 3 0-0 1-0-0 Ir1p ( 110-I1-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: LMaronda S yste m S Basing shorn on this draping is no creation bracing. wind bracing, portal tracing in similar bracing n hkh is a pan of the t ldmg dmgo rid w limb min be considered b)• the bolding designer. Bramog sb-. is for lateral support of truss m®ben cob to rums buckling length. Pronisions rum be made to anchm lateral bracing at cods and speciGd loatiom determined b) the bolding design. Addnioml bracing of the aaW structure ma3 be regnottd (Sec HIB-91 ofTPl)For specific tnua bnarg requirwmts, comam bnldmg design (Trans Plane lamme. TPI a loafed at 523 4005 MARONDA WAY DIDWrio Dmr- Mad= W tcrosn 53719) Sanford, FL. 32771 Component Fapmainj b3. Truss Fngrerrii- Co.. P.A., I I I SoundPA Film NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050069 367 MadnMon FL Chutuota, FL 32764 Over 3 Supports Scale = 0.7294 Eng Job: WO: COVR4 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 I I I Job: COVINGTON K 4 Customer:SOA UPLIFT D.L. WO:COVK4 TI:JGRD1 Qty:3 DESIGN INFORMATION This destp is for an mdnidtul bmlNvg ampo®t and ha been bond on rnfonmtion prmidd b) the diem. The designer dudaim any responsibility for ""maps a rrsoll of fanhy or isms= id-na n. tpodGtatwn seaVor dmpa Gwitbd to the rr® designer b) the dkm ad the oQrmem a among of this information a u may relate in specific project and aoDMU no respond ly a emdsa w comrd nith reprd m fatowwon. handling, shipment and installation of tncssn This utm has been designed as an idnidml lidding component in accordance pith ANSVipt I-1995 ad ccNDS-97 to be inrpmatd a pan of the building design b) a [holding Designer. When mmnd fa approsal by the building designer. the desip loadings sba\u ® be ri-i to he store that the dory sboov art in apnmem nuh the local budldnng codes. local dtnwsc rays . for uid in coon herds. project sp=fctuau or special applied herds. Uidecs shouts dross ham beso designs" for storage or oavpaoc) loods. The design assa®n omsWreeocto chords (cop or bottom) ace comi—sly braced b) she Knit uulm ahvnim specifadwhere bourn chords in tension case not fdy braced Wetly by a popery applied npd mfint the should be bided aim spade; of l(y0• o c. Cocrcctor 9Wer thailbe mamdamusd fiom 20 ptige het dipped gahmind stet mesh.{ ASIM A 653. Grade 40. mlea otherwise shoos FABRICATION NOTES Prior m htrtottou the fabr-tor sha0 m- this dewing to - ifs' that this dining is in cmfor more nVh the fabricator' s phase sot to teaha a cadrnnung responsibility for such \edification An) discrepancies are m be pm m siting bdore stung or fabrication.PWo shall not be installed ma knotholes, knots or dusmd pain Members shall be em for right Going need to send hearing. Connector plates dull be located on both (hoes of the trots - th outs My imbed and shall be f)a Whom she joinsunless oherove sham A 5s4 plate u 5' side s 4' long. A 64 plan is 6' wide s 5' long. Sias (holes) run parade! m the plate benpb specified. Doubk eras on Web members shall meet at the cmuvd of the nibs col= ahautse ilia\. Connccia plus sere re munimm fine based on the foam shnno and may oeed to be increased for cc=. banAbng adlor Creel sore5ei This tam ism to be fabricated with fire murdam wad hmtber unless alemin shown Far additional information on Quality Control rda to ANSVIPI 1-1995 PRECAUTIONARY NOTES All bison{ and aauoo recammm6itmm ass to be foamed ..eoordance nnh sazptd iday. publications. Trtuas tie to be hadlod aslh poninaLr Hare than nag hsodiog and handling. ddi%=) and inmallaum to mad damage Temporary and paom coe biting for holdingtnniscs in a straight and plumb position sot fa rr =. S lntersl Gum shall be desngncd and installed b) tithes. Careful handling is —sial and tutanm tracing is alasyf ropored Normal ptmuima7 arum fa trusses require soch temporary bracing tang i-ii,tion betnten trusses to mold toppling and domiooiog. The tupenisiec of erectine of coma shall be underthe control of pasom cepaesad in the n- 1 ortimsa Proksaimal sah ce dull be woght d snot". or of tananvion Inds pa= than the design loads shall not be applied to unmca a s rl time No lads other than the noght of the c=e l shall be applied to tstmes anal dle, W fasttaing and bracing is TC: 2x 4 SP 12 BC: 2x 4 SP 82 WB: 2x 4 SP 83 WDG: 2x 4 SP 112 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This hip jack trusts has been designed to carry open-ended jacks. WndI. od per ASCE 7- 02, CiC, V= 125mph, 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 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span 0.33/218 0.33/218 2-1 Horiz. -0.08 -0.15 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1. 50 MULTIPLE LOADCASES -- This design its the composite result of multiple loadcases. Fright End vertical designed for wind. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y 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 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 Compresaion/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 7-0-2 1 2 4.24 2z4 Attach with ( 3) 16d Toe - Nails 2-11- 14 Attach with ( 2) 16d Toe - Nails M 134k 11.31" 242" 2. 50" 7-0-2 r, 5- 0 7-0-2 RI- 4-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4824 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAAING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING AARNING: Dwg: TI: JGRD1 EMaronda SysteMS Brscings1sa-on thisdmttingismrrtamnbracing. aidbracing. porulbracing insnmilarbrodngohicbisapan of Dsgnr:TLY Chk• 8/24/2006 the building deep ad o bids most be tnovderd b) the bwkbng desiper. Bracing shone is for latrnl stippon of truss osmbeis tray m red ce bet-1,10- knM Prmisions mum be rode to anchor Wcta1 brads{ at ends and'puled locatitrm determined b) the holding de9pr4 Additioml brmng of the medl 9== ma) be rapdmd (Set H1B-91 TC Live 16.0 psf Lbr DF : 1.25 of TPI)For gcoftc aim bracing requnremcors, contact building doper(Troia Plate Instmc TPI is located as 593 TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY WOmfrio Dnc e Midesmc Wisconsin 53719) Sanford, FL. 32771 Caregooem Enprmin W. Tram Engineering Co. P.A. 913 So-&F PA Fc1cotoo NC 27932 BC Live 10.0 psf O.C.: 2- 0- 0 407) 321-OD64 Fax ( 407) 321-3913 TPI-02/ FBC-04 TOMAS PONCE P.E. LICENSE Itr0050068 BC Dead 10. 0 psf Code: FLA 367 Medamon FL Chutuoit, FL 32766 ITOTAL 43.0 psf v4 . 7 . 32-66702 Design: Matrix Analysis Profile Path: T:\TEE-LOE\Jobe\ FL\125\Covington\COVINGTON K 4\JGRDI.prx i i Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:JS1 Qty:12 I DESIGN INFORMATION This dmp is tier m nednidud bwung armponern and has been based on rnforvution prm,ded by the dim. The dmiaer d w -" responsiN l) for dan ape, -. result of W13 or incorrect information, specifirat'. ado« drops hunished to the tnm dmgner q the die t oil the corrmnen or .max) of this Information n itmay.cite Lo. spon pra. mm mess on rat-biliq or exerciser co control with repro to Nbricotton. ha den& shrpenem.nd msWlatim of titer This Ulm his be. dmprd ss tin indnidml hmlding coe.poam in scw.detrac with ANSV171 14"S oil NDS-97 to be incorporated as pan of the Gcldmg desip b) a Building Draper. When mimul for .pprm2l by Ih building dmgner, de desip lording shown M rhated to be sure that the data shorn are in apeer eon with the local building coda, local dim- remiss for wive w s-on, rod.. pram spee r-iom or rpedi, applied to.& Unless shown tnm hits no bee drop ied for stuapc or o cayanc7 Loads. The design assum wnprcmoo chords (top car bortom) ore araint.-b brand by *hewing roles* otherwise specd)d whce boom chords to t®oo tiro on. Nit brxed laterally b) properly .pplred ripd mhnp. Ur) ,bald be braced a . aaci® *gams of IO'A' o.e. Ce ptuo shag be manuLctwed from IO pup hie dipped gdxantad sal i., ASTM A 653. Gndc 40. --less othctwue shorn FABRICATION NOTES Prior to fabrication. the fabricator shall - this drawias m saifr that this dr.wiag is in amformince wrib the f briators plans and to reality a catinurng responsibility for ieeh wnfrolim Ay dtsneepamles.re to be pm in unling bdose cutting or fahriatm Pled ball no be ns-llm oer tmtrote.. Imon or distorted pain. Members shill be as for tight ettmg uood to uood bcmn& Connector plates shall be looted a both faro of the truss with rails full) imbrddcd ant Nall be $) s show thejom unless orhowise shorn A Sc4 plate is S' ride x 4' Lon} A 64 pule is 6' wide :<.' Long. Slats (bob) con paned in the plate leph sped Do", as w web mcmben ,h.11 dam in the cantiod of the webs mleso atberom shown Connector plain sin are mimmuo sip based an the fora* shoro and roa) omd to be mooted for damn haodhng .red/, ermico stre4st This trees is no to be nbriomd with me retawm treated hmNer unlm otherwise &howw Fa arlditlowal mfoemaim on Qsshty Control rder to ANSUIPI 1-199S PRECAUTIONARY NOTES All brtimng tied creation rmanresesdmram tie to be follosd in awmana rxN .mepd Wunry prbicuiam. Trusses case to be handled sub p:atiadar nee dunng banding and bantling, ddha) tied insodlatno m med damage Tmtoponry ant pa®acm brawny for holding tstmes in a snught and phmrb position and for rmsting latvol foeoo shall be designed tied tmtalled by others. Cardin haedhall is essential and erection bnlang is alua)s requital Normal ple4aulimary sum far Ili requires web tanpor.p htcang dung rnsudlaion betuaa Isnsses to mud toppling W dmuming. Tbc srpccnisim of atmim of tsasse& &ball be elnder the amrel Of pamws Gxperleaal In the Installation of it 6 Professional alias &ball be sought of aedM Cootzotmmo of mn9aam lords pC11m than the dmgn lasts {hall net be applied to Uasses at M date No (cods aha thin the weight of the amen shall be appind to trusses until afla all Rstaning and Oraaag is TC: 2x 4 SP 82 BC: 2x 6 SP 82 WB: 2x 4 SP 83 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--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 Unbalanced load case(*) 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, Kzt= 1.0 Bld Type= encl L= 40.0 ft W= 7.0 ft Truss in ZNT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 329 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 Toint Locations 1) 0- 4-13 3) 7- 0- 0 5) 4-10- 7 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 Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift I 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(s). 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- 4 116# 1.50" 0-8- 01 I 449# 8.00" 228# 1.50" 7-0-0 1, Attach with (4) 16d To T ails 2-5-6 Attach with (4) 16d Toe -Nails 1-0-0 7-0-0 R0-11-1 l) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale = 0.4193 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: JS1 LMaronda Systems rnmNisdrmwgemcrmmnbtacro&%edbtaanspmwmadngasialarbracing uhrchaapan on Dsgnr:TLY Chk: 7/22/2006 the building drop and %tu co m be amadered b) the aaldnng dmgner. Bracing shorty is for lateral suppun of Ins, wrmben coy touce bre redbhpe ngtaProrivm toomabe made aen blendbr.,g du ends and spored Loatioln determinedb) the building designer. Additional brxing of the mere snrdune m be required (Sat RUI-9I TC Live 16.0 psf Lbr DF : 1.25 of TPH For spec tnm brtiang requiremceas, contact building desiper (rruss Pule Institute. TPI is located at 533 TC Dead 7.0 psf Pl t DF : 1.25 4005 MARONDA WAY DOnofHo Dncc. Madima till - in. 53719). Sanford, FL. 32771 Compooel Enginanngq-Trtm Engineering Co. P.A. gag Scu-w eRd. EAmnn NC 27932 BC Live 10.0 psf 0'C.: 2- 0- 0 407) 321-0064 Fax (407) 321-3913 TPI- 02/FBC-04 TOMAS PONCE P.E. LICENSE 00050066 BC Dead 10.0 psf Code: FLA 307 MedaMon FL Chuhaotq FL 32766 1 TOTAL 43.0 psf v4 . 7 . 32-60757 Design: Matrix Analysis Profile Path: C:\TEE-LOX\ Work\Jobs\COVK4\COVINGTON K 4\JS1.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:JS2 Qty:2 DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. eoint Locations This design is I'm an indmmnl bwwny oompmm am BC: 2x 4 SP 82 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 6- 8- 8 hash®basdoninformatimprot;eedbytne dm.'lue WB: 2x 4 SP 03 continuously braced unless noted otherwise. 2) 6- 8- 8 4) 0- 0- 0 draper dtsWoes aq rapo®Mlrq for dating. ss 2x 4 SP t2 0- 0,0- 0 Right End vertical designed for rind. User defined loadcases have been considered nsdt of faulty as rnmrrea infornatioa spedLauom m/ot deLgm IWwsbed to the test dmg m by the dtent MULTIPLE LOADCASES -- This design is the WndLod per ASCE 7-02, CiC, V= 125mph, in this design. and we eerresnm or amsay of this information as it composite result of multiple loadcaaes. H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 In -Plant Quality Assurance with Cq= 1 ma)idne- asposilkpojmadaaepson Shim or wedge if necessary to achieve full Bld Type= encl L= 40.0 ft W= 6.7 ft Truss MAX. REACTIONS PER BEARING LOCATION----- mpmiibilrryoresactsenommrolwiwrcprdto bearing. in INT zone, TCDL= 4.2 pef, BCDL= 6.0 pef E-Loci BSet Vert Horiz Uplift Y Type m"amabanm'°y`h'p®tand installation of1n FORCES (lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Req 0- 4- 0 1 342 436 -366 B Pin Thu trms bas btu designed as an imniAul building mmponmt mnaasadanoe wsw ANSVIP11.1995am TOP CHORD 1-2=-206/98, TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 6-10-12 1 288 0 -484 T H Roll NDS- 97-beircerpaatmaspan ofthe building design HOT CHORD 1-0— 555/356,0-3=-285/164, 1- 2 -206 0.72 A 1- 0 -555 0.37 PROVIDE UPLIFT CONNECTION PER SCHEDULE byoamldmgDeslgoer. Whenmiewedfurapp—t1b) Webs 3-2=-85/565,0-0=-195/18, 0- 3 -285 0.41 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE the building desigm. the deign load sip shown ® be 1-0=-22 6/ 2 87 WEB . ..L'ORCE..CSi. Cr .WEB. ..FORCE..CSi. Cr--------GLOSAL MAX DEFLECTIONS--------- cb tobesnretwtbedatashm-n= in.yeemem n,th the hral building codesm , ladima ;mc td, for 3- 25650.21 C 1- 0 287 0.43 C LL TL wsma snort nods. ptujeo spmftahaa or special in./Ratio in./Ratio Jnt(s). applied loadaUnless chonamiss has oal> emdesigned I.Span-0.10/117-0.19/390 3-0 flat storage or 000paiM kuds. The design asswma 0_ i z -0.01 - 0.02 NA oomplr»on team (top a bntom) suemetmrous) bnzagshntn,nguya,thews,paned. wine Max DL Deflection L/156 = -0.09 boom etassmteminomnofidlybramdWerallyb)a Long term deflection factor = 1.50 ptopeA)' eppied rigidoeihng. thetshouldbe braced n a madonmm sparing of la-0' o c. Ceonator plats Lull be mmnlsctrmrod hoed 20 pup m dipped phnmad sled 7-0- 0 N ASrM A 653, Grade 40. uWm otherwise shown FABRICATIONNOTES12Primtoiahtlolion. the fabrics or shop mien the a. dr,ng to ail) wort this drantng is in - it— with 6.00 the faWsotods plans and to resltee a motioning responsibility fa such —fleation AM dusaeyaooes an to be pm in nnting before swung of hMimtim Plata shall not be mval,m ma nothoes, knots a distaned 6x8 pun Members shall be cm fm 1i&W Btdn wood - nand boring. Cmastm platesswI be loatm m bah Oon of the m niw nails OAIy mntloedded and shall be $)m shwa 3-10- 3 Le pint --less aberwisc Limn A W pee is V wide a g' long. A 6vt plate is 6' nide % g' king_ Stews (holes) web xr. u i 2- 2- 6 tthhe of unst mull -ned 2- 6- 4 otkcnise shown Cmnec-rplatesi>aareonni®m sites based on the 111 shono and may need in be tnnctmsrd fa two handling and/or enztios suedes. 4-0-6 This um ism to be fsbnoed with fee reuraaat tteated 4-3-2 I oiled othernue shmtn For aftootod infamuioo m Quality Control refs toANSVrPI3x43x42xPRECAUTIONARYNOTES 0-6-6 Sx 6 3 6 fat t—be All hosing and reetion remmmmdatnno- 1- 6- 2 8- 4 1-6-2 in aomrdaaz with im,mry pubdired a h-mi plNcnuons. Trusses ate m be hamlet with panadaronedtuivgbamnngandbumhnyddnesyandinstallationtonvddawge. Temporu) and permanent liming for holding trustee; in a straight and phwb position sin for rmaisg Weil forts shall be deagrrd and in"kil h) tern. Cowl handling Is mortal and 3.00 ermm btadng is ahra)s mq-- . Normal pmmiooar) action fed tits mlitita ach to nporuy bradng daring installation berwem incised to mad toppling and Amu h, The a isiao of er¢1m of WII be 0- 8-0 8- the ante the os of pima eW in the pe Il.du.nO< professional adsia {ball be sought f ofnerdnd. Canocntrotion of mtmncnon Inds grater than the design lendsshwa not be applied to noises; at any time. No tads oil= than the weight of the erectors awl be 342# 8.00" 288# 2.50" until a}ler W Raening am bndog is ct unsm 6- 8- 8 VI-0-0 7-0-0 1- 1 R0- 11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING 740 BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: FMaironda Systems Ong ones on this dran, ng is m errctioo bradog, wino beaang, ponal bracing or amdn bracing whim is a pan of Dsgnr : TLY Chk we wam w ilding desip hicb m® w be dored y the building deea sip. Bangshownis fed lateralmpponof min members ante to ewnoc buckling lengthPrmiaoaoven be made tosnchor metal bracing inends and sp=r d TC Li16 . 0 s f lomdow ddermined b) the building designer. Additional bnmoagthe in of the soutu a ma) be required (See HIB-91 Live p of Tpl) For spanurrssbracing reguir®mk ®uct building denpa (rim Plate Inannae. TH is located in w TC Dead 7.0 psi f 4005 MARONDA WAY D'Onofm Odic. Madison. Nwssanste 53719) Sanford, FL. 32771 Component Engiseaing b). TnssEnginendCo.. P A. 919 Soumah K Paenton. NC 27932 BC Live 10.0 pelf 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE stO050068 BC Dead 10. 0 psf 367 MedaMon PL Chubiota, FL 32766 1 TOTAL 43.0 psf Scale = 0.4193 WO: COVK4 TI: JS2 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\ JS2.prx I I Job: COVINGTON K 4 Customer:104 UPLIFT D.L. WO:COVR4 TI:JS3 Qty:4 ' DESIGN INFORMATION Thu dap is for co milmdow binding 000>pOocnt and has be. bard on infor®tm pmided b) the diem. The design dr-1-ims any responsibility for damagn n a rmh of fairy or innnm iofonn tioq spo ifionw and/or chips fiunished to dr tam design b) tit dim and thc mnauas in omuac) of this information as it may rills to a glaifr pojm and adapts no re Wombliq or esclasa n conuol will regard to fabriatioa modliq shipmcm and rift, This trim by beam designed as - ind-dal budding mmpaoeot in —.d— uvb ANSVWI 1.199S and NDS-97 to be mtmpmated n pan of the building dmp by Budding; Designer. when mind for appm al by the bumdmng design. the d,dp dmdnna shown mug be ddtmdom to be sae thin the dam showy ass in ugmrtmrm ruh the Idol bluldmng avda loud drastic .saws for wind ar corn 1mds. Po5 specil)atiom or special appled loads Uckn shown Ina has not beta dcog ed fa Conn or o¢.9-7 Inds The design assnma compression chords (top in bonomI are omimnnh bnuxd b) soothing undm oth— qact({rd when bottom words in 1—dw are oa fatly brad laterals by a propers applied rigd ailin& they should be braced at roasimmm spawns of IP4Y o c Cmrcnor plates dial m mammm[msM from 20 gaups hot dipp d phammd ad modmna ASIM A 633• Grade 40. unlm othewix sbo tm. FABRICATION NOTES Pinar to Gbrimtoa the fabrtator shall mi- this dining to strilj thin this dnwina is or oommfornnanoe with the 6brialors pram and to rolia continuing nmmpnmibihq for such sttifiation Ay diwgra .e and to be pm in waiting before mining or shamus Pate toll not be faCdled my kndhola, kmm or duamted gam Moubmll still be em fin d& fitung u*W m uvW basin} Comma plum sbwl be baud on both aces of the Ism unit Bads full)- i-added and shall be sym about tit joint holm oth—ise shown. A 5,4 pate is V Mile s 4' long. A 64 plate is 6' ufde a a' long. Slots (bola) nor panlld to the plate length specifrd Dab cuts on web member shall mcct at tit matroid of the wd s omen dhenix sloop =or pate sizes are mintnmm size bawd on the form shmsn and mar) mid to be inmaftd for anion b,dlng andfor elRtln Crests Thu boot o not to be fabriatod with in reardam uatcd lumber cnkn otherwise shown Fur addruoal informatm n Qoahry Cooed rda m ANSVfPI 1.1995 PRECAUTIONARY NOTES Ali bracing and ermoo eemmmeodauom are to be follaNtd or —,it, n,th amepted ordinary prmbottns. Tllmes an, to be handlyd tnth panXnlaa an during banding and bnudlini debsvy and installation to m=d damage. Temporary wA permanm brad,{ fin mldog tnma in a Craighi and pima pautm ad far ,siring lataad font shall be dwpod and installed by others. Camfol handling is—, and creel blaring is ahsa)s drymnd Normal pnin,idmt) aaim for t unc; require such temporary bluing doing i,Culation bmstso tnmca to ncid toppling and doming. The wpersvi® dal ercaim of trt>ocs shall be code the mlural dal pawn a ptricrcid in tit tad.,.,. of masm Professional ad,= shall be sough d nteded Coomuntin of oomattnion loads grema than the dcup Nods Shall m be applad to trams at wry time. No hods otha than the utigN of the Baton Shall be appled to umma mail after all fiCcmng and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 42 WB: 2x 4 SP #2 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, CLC, V= 125mph, H= 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 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 -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 6.00 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 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift T 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 Boris. 0.00 -0.01 NA Max DL Deflection L/178 = -0.03 Long term deflection factor - 1.50 C/L: 4-11- Attach with (3) 109# 1.50' 16d Toe -Nails f Attach with (2) 16d Toe -Nails 0-8-0 253# 8.00" 108# 1.50" 5-010 1. 0-10- 8 t. 5-0-0 RO-I1-12) 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 shoat on this draping is m cream bracing. boring, portal bracing inamilu bracing nblcb is a pram of the budding dap and u Inch ram be contained by the budding damper. Bracing done u for sterol mppon of truss nambcls nos to redtmae b ..alin, length Pmisirm tam m tale m amrhm'atmal bearing at cods and spoor, baumu detami,td b) the budding disigsn. Additional bracing of the mvall Cnmame ma) be required. (Sn H13-91 of TPI) Fa 1pmGc ums lancing mi-im-cou, mmict bmulth, &aprr Ram Plane tnumuc. TPI is I—,M at 333 4005 MARONDA WAY DVWhoDme,Madisoo,wisommin 537I9). Sanford, FL 32771 Compoomt Emgioeaing by: Truss Engulainn Co, P.A, ales SooW real" Rd. Edemmc NC 27932 407) 321-OO64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4VO050060 367 Medamoal FL Chutuota, FL 32766 Over 3 Supports Scale = 0.4534 Eng Job: WO: COVK4 Dwg: TI: JS3 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 v4.7.32-60759 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\COVK4\COVINGTON K 4\JS3.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:JS4 Qty:4 DESIGN INFORMATION TC: 2z 4 SP #2 Analysis based on Simplified Analog Model. Unbalanced load case(e) have been checked. This design isfor aninmrwualbuilding component and BC: 2z 4 SP #2 All COMPRESSION Chords are assumed to be joint Locations has been based ors u,rormm;aaprmidodgweclient. The WB: 2x 4 SP #2 continuously braced unless noted otherwise. 1) 0- 0- 0 3) 3- 0- 0 designer e.-laimsany responsibility lot d "Con. MULTIPLE IAADCASES -- This design is the Shim or wedge if necessary to achieve full 2) 3- 0- 0 4) 0- 0- 0 result °frsdgosmae°information. Wmreunm antis design famished to the truss designer by ft diem composite result of multiple loadcasea. P bearing. g Userdefined loadcaseshave been considered and the correctness or muacsofthis infamlioaost This trues is designed to bear on multiple WndLod per ASCE 7-02, CiC, V= 125mph, in this design. aaa3rewetoaspcc&pcjmand atogs,an supports. Interior bearing locations should B= 15.0 ft, I= 1.00, Ezp.Cat. B, Rzt= 1.0 In -Plant Quality Assurance with Cq= 1 responsibility or enerm no antral u, sh regard to be marked on truss. Shim or wedge if Bld Type= encl L- 40.0 ft W- 3.0 ft Truss MAE. REACTIONS PER BEARING LOCATION ----- fabnatwghadlini shnpmam and rnstalhum of lmixs necessary to achieve full bearing. in END zone, TCDL= 4.2 psf, BCDL= 6.0 paf E-Loc BSet Vert Horiz Uplift Y Type This truss has been dm,nedasred -dual irdmatl building mmpoomumsrrurdauxo,thANSvrrll-199sam FORCES (lb) - Max Compression/M&x Tension Impact Resistant Covering and/or Glazing Req 0- 4- 0 1 168 140 -258 B Pin NDS-97mbeinmrpomadnpmaftkbmWngdmp TOP CHORD 1-2=- 6/34, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 2-11- 4 1 64 98 -161 T Pin by a Building Designer. wba rn, rn,d fa apprmal by HOT CHORD 1-0=-82/74,0-3=-11/16, 1- 2 34 0.23 A 1- 0 -82 0.13 2-11- 4 1 67 0 -39 B B Roll thee u°jamgae`'measp dupsm.'mmbe Webs 1-0=-65/68, 0- 3 16 0.04 PROVIDE UPLIFT CONNECTION PER SCHEDULE dewed to be sure thin Wedatashoustamina(It tnl n,th the local building o local climatic records for WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr--------GLOBAL MAE DEFLECTIONS--------- iad or saw Inds, pra)ccs spmnatmn or special 1- 0 68 0.13 C LL TL applied loads Unless shown truss has not been designed in. /Ratio in./Ratio Jnt (s) . fed storage or oocima.q lads. The dmgnasaunei I.S an 0.05/527 0.01/999 2-1 P m copressed chards (top abatom) amamnnnmN) bread b) sheathing anlm ahmi= spedrod. Vlb= Horiz. 0.00 0.00 NA bottom ands in -mass are as Iby bread-amll b) Max DL Deflection L/702 - -0.04 popmb.p rugrd L 7shoaldbe braetd cola Long term deflection factor = 1.50 num main spacing of 101O' o c. connector plan sball be manuOgmed from 20 pup hot dipped phvtined sued mining ASfM A 653, Grade 40, umlm othern,se sbmo FABRICATION NOTES Prim to nbncrom the fabrimor shall mice thus draping m,v,fy that the martin( is in anfermxe nith the fabflamr4 plans and to realty a contm,nng responsibility for such %=diiatim Am ducrepoada rue to be gad in unung before cutting or fabrmtim Plata 3-0-0 shall m be installed as knothole, lacer in distorted gain Members shall be at for ugbs frtung mood to nooA 1 2 baring Comraor pine shall k loafedababfanoftkuses -ills ands fdy fand shall be s)m about tk joins mind ahmrise shown. A a, 4 plane is P ode a 6,Q0 C/L: 2-11-4 4•lmg, A6cgpfin6 eis'nideaI'Ion& Slas(bola) Attach with (2) red poral m tk pine lash spmm DULk cans m 64# 1.50" 16d Toe -Nails neb members shall raw to the cemroid oftheucbsunlmaltern,e shEm u. Connor pWe size are minissurn rim bard on the form shorn and may need to be increased for certain handli— aadfor ermine sumcs This truss is net to be blinoted nuts lim maindam tinted tumb. voted akrnis shone. For admlioml 1-5- 6 imadm on Quality casual ined. ANSMI 1.199s2-3-3 03x4.fa 0-6- 6 5x6 PRECAUTIONARY NOTES Allbaring and erection mournmematbm are to befalloeed in ®ax rdan,W aaeped industry a prrom= tio Tru.mmkhamlednid,pmtacdn Attach with (2) ereduring kadsas.nd btadli- dclh ciy and 16d Toe - Nails installation to neid damage. Temporary and pmmaocm bracing for hoW, n, team in a straight and phrmb products and liar resisting lateral force shall be designed 3. 00 and installed b) when Carefd handling is asalial and traction bracing u alua)y squired Normal peadiom ry crioo fa tiuim nrgmsn acts emPnt n N dvnvj umallmiaa ban,en u,am to mad toppling and domindvg. The i,tpcnisim oleratim of time shall k 0- 8-0 ands tk amml of pcsmi ccpaeocrd in the iasal Weo of truss Pmfmionl ad%= shall be mu& if needed Concentratim of armnam brads greater, than the deign loads sbal tsa be applied to trusses in orb Lime 168# 8.00" 67# 1.50" No Inds akr than the neighs of the cinders shallbemedu® until after all hstmmg and bracing is 3-0- 0 4 3 0-10- 8 3-0-0 R0-11- 12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale = 0.4600 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: JS4 Larronda Systems Bracingshna. orthisdrauingisnaaaunbracing. n,odbrmng. postal bracing orsmilar bracing ohshu Pon of Dsgnr:TLY Chk: 7/22/2006 be braid.., designated ndim hrd, be considered b) de budding designer Bracing sknn is far lateralngwn all— memers ooh to reduce reduce buWmg kPraun meal be made to anekr hlerd brad., at codsand Ww r d loatiom determined b) the bmlarng designer. Add,tion._, bracing of the atnll stru, a.t ma)• be required. (See HID-91 TC Live 16.0 psf Lbr DF : 1.25 4005 MARONDA WAY DOrrofso htae ison. inn5371199 cowdhmldmgdesgrn.frnssPluelmtime rPl is looted nSbl TC Dead 7.0 psf Plt DF: 1.25 Sanford, FL. 32771 Component Engi.min, b)- True E.yowrin, Co. P A • a 11 Sound Rd. Eiseman NC 27932 BC Live 10.0 psf O.C. : 2- 0- 0 407) 321-0064 Fax (407) 321-3913 TPI- 02/FBC-04 TOMAS PONCE P.E. LICENSE oa0050060 BC Dead 10.0 psf Code: FLA 367 Msdadlon FL Chufuota, FL 32766 1 TOTAL 43.0 psf v4 . 7 . 32-60760 Demos: Matrix Analvain Profile Path: C:\TEP--LOE\Work\Joba\COVIS4\COVINGTON E 4\JS4.1orx J Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:JS5 Qty:4 ' DESIGN INFORMATION Thu drop is for an udnideal baildnng oomponm and bas been bond on informlim pmided silo the dim. 7be e—iioQ di-I.ims an, respmabil ry for damages as a MWI of (awl) or incorrect information. spmrl—weas and/or designs furnished to the tam designs b) the client and the earmnm or acmaq of this infamaio. a it may edam to a spm6c (sro)eet and accepts no responsrbdny or esadas no omtml Pub regard to tahrionkuL handhot, Shipment and imaWlatioo a<msses This uua bas bees desigeed as an ind-deal building component in aoeordannce -th ANSV PI 1-1995 and NDS-97 to be Ineorpnrued as pan of the building design b) a Building Design. When m,eurd for apprmal b) die building dmgn, the design loadings shoo. am be alerted to be sore that the data Nunn am in ogeemem Pith the local holding codes. local dimata: raor . for Pid or snoo (cods, projw speaticatiom or sp=d applied leads. Unless sbooa tern has nee beco designed for storage a omapl.c) lands The design assumes compression duds (mp or boil®) are co.umoml)• braces! b) shsthing unless othemise speared. Where broom words in tensio. are oo full) bsxed Iuaalh b) a prctict applied rigid minn& they should be broad at a datum spadna of 101-0' o.c Com=a plats shall be nannfaaenrd from 20 gorge hot dipped phimad steel 1. ASTM A 653. Grade 40. odes ashonve shoos FABRICATION NOTES Prier to blanothon. the fihlcator shall mien tuts dauung to \eTfy that this dm\utg to in Conformance with the fabnators plans and to maha a continuing respitasibifit) for mach —fsatim Any dinaepaooes are to be pad in nmmig before rating or bbriatim Plato shall no be installed ma knotholes, knots a dnaoned gain M®bm shall be m for tight fitting Pam to Pood burin} Com=or pWs Nan be balm on boib boa of the trna .,m cads IWh Imbedded cod shall be s)m aboa th )oim mless offimix shoos A 5s4 plate is 5' aide a 4' W& A 6dl plme is 6' P,de s a' hon4 Sias (bass) con parahkl m the plate letaph sip iifid Dmdk tau m utb .embms shall mm at the cemrdd of the Pebs unleas ahcarIm sheen. Cmnraa plane sins am minim® tares based no the faro shoran and ma) need to be mansm fa main handling am/or ermim er®. Thu vuss is no to be fabricated Pith rise murdam trained lumbee unless aberaise sboPn. For additml inforoutrm on QuahO Control refs to ANSIMI 1.1995 PRECAUTIONARY NOTES Are bracing and anion rerammmdatiom are to be rolbaid In atsnrdinice Pith acoepednndimry p hli—rom Titans art m be Imndld a,th particular ate timing 67min, ad bundling del—y and ImWlation to avid darns Te¢porar) ad pants_— bats.{ for hddinj aema in a strati{!! and Pbmb position and for —, — lanecal lass shall be designed and installed! by ohm Candid handling u essential and amino bracing is alua)s required Normal prt®umuy aaien for t11® eNmtm scab tempon0 briang daring insalanim betavta teases to avid toppling and dominoing. The sapea isioo of cectio. of a® dial be udm the contra of persons apabeneed in the mualLuion of Linen professional ad\ia Nam be sotght rf needed. Casoencsalim of mmUPmlon lands peas dean the drip Inds Nall oat be applied to tresses at any tin:. No Inds after than the oeighl of the moron sMll be applied to mass umil atea W favemng and brad, j is TC: 2x 4 SP 62 BC: 2x 6 SP A2 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, Ezp.Cat. B, Kit= 1.0 Blet 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 Horiz. 0.00 0.00 NA Max DL Deflection L/403 = -0.01 Long term deflection factor in 1.50 1- 3-3 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----- X- Loc BSet Vert Boric Uplift i 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 0- 8-0 I N 87a 8.00" 39t12.50" 1- 0-0 t 0- 10- 8 Ad 1- 0-0 41 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, BOT 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- 9I- 9 0- I1-6 0- 1 loch With (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Beengsbenm onthis drawing u not emeamn bracing. %od bracing. porW bracing or similar bracing o Inch is a pan of We building design am %twb meat be considered b) the hdldmg deign. Bracing shown In fa laenl support of cuss members o.b m rt I buckling tenpb Prmuram tram be made m — lateral bracing a cods and sp=lled batons daammd b) the bidding designer. Additional bracing of We metal smmme ma) be regained (See HM of TPI) For speeds truss bracing ,mnirtan .,r. eons bmldnng designer rirnss Plate [=not. TPI is ported in 5113 4005 MARONDA WAY DOmfrao Drht. Madison. W-c—an 53719), Sanford, FL.32771 Campo Enpeenengby-TmssEngineeringCo.P.A,k1kSundsed-Rd.Fok—NC27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0*0050060 367 Med2Mon FL Dfadaota, FL 32766 Scale = 0.8097 Eng Job: WO: COVK4 Dwg: TI: JS5 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-LOX\Work\Jobe\COVK4\COVINGTON K 4\JS5.prx I I Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:JSGRD1 Qty:2 ' DESIGN INFORMATION This design is for en indri-4ml Wiltrig wmpooml ad hn ben bad on intormatim pmtidd by the dcm. The dmgty dWaims any nspoau'htlit, for da—, as result of f nity «mmtt«I information. sp=fimt;ms U&M designs famished m the tea dmlper by Ili diem and the ooroeutlm or accuracy of thef informatm is it may mine in a specific project and !accept, no responsibility or aeed:s oo comma \nth report to, fabnauo4 hand trig, mmpmml and imWW—of tmsss This inn has been dinged a an ildmd W bmldrng comporcnl in aeadami UiLh ANSVIPI 1.1993 and NDS-97 to be tnmrpmated an pan of the buildmg dmgm by a etdldm u Designer. When miewed fm appma,l by the hairy designer. the de9p londinp show. amia be droded to be sore am the dam shann art to Womsmi wlth the local bmhhog salt, local dnmmic moods for Uled or snot. Inds. pooh apmftation or spend applied Inds. Unless shm\ it. lima hn cat been designed for stmage m cre mpancy ids The design assmma ampresam mmm (mp or banom) oR camo icaam broadb)mmlhtag— mhrwisq=Fd When bamm mrnda in tension are as Maly braced Wrialq• by . properly applied rigid sling, they should be braced at a mavtma n spaunof 1U'd' o c Connector p6na shall be mamrtica = it born Io pup hot dipped ph —ad stet mratnj ASTM A 653. Grade 40, unlm od- Won. FABRICATION NOTES Prim in fabrication, the fabriarnr mall mien thi.a dnnang to \'calf) that this dewing is In canfmmanne Uith the f oacialOrf pram and b sal, s mnllmang 16porm1b1111) for pCh \TraGalron. An) discrepancies are in be pm in —ling bet m mandg or fabina ma Pwa mall m be installed my ootholca, knots or droned gain. Mambas shall it cam for tight fnung mood w nocrt b= nnb coasam plea mall be bated on both bra of the Inns Matte .Is fully imbedded and shall be a).. atom We jam calm abo.m shone A 5<4 plate u 5' Vide < V big. A 6\11 pine is 6' orrte < g' long. Slot, (bola) ram parallel in the plate length specified Dormle sits on nib members shall meet aI the centroid of the nobs rrnlm alcr\\ ex shoos Cocaeam Plate sizes are martian tarn bored m tee fortes than. and may mind to be ircrased for caws li—ming andfm meetioa sin Thu tr®ts cal m be fabnated UiLh firt rtsandam lmcned hmi6m calm mhmnis shwa. For additional infort= tim on QWIq Control mfa to ANSVTPI 1. 199s PRECAUTIONARY NOTES All using and moms reetommm dement, a to be followed in accoMartme nith accepted industry publralaom Truax ate in be handled nub parader art during banding and handling delnay and installation in mead damage. Temponr) and permanent boating fa halting Instzs in straight and phrrib pouts and for raining wail fmta shall be tesiged and tnsalled b) alias CarefW handling a asmtial cat erection bmdng is alwmys required Normal precautionary scion for tn® requires ham temporary bracing dunng installation b,utm uasses to noid toppling and dominaing. The sa pm\i of cream of uuaa ski be mad, th amml of pemmm c<ymimad in the ltmallar of tmasa PtMesam it d\aa shall be amght rf deeded Cocrntmtioo of mtmruaion Im h; Was+ than nee design Inds shall not be appled to tnasm at an) Lime No Im h, other than the ndgh i of the ,ion shall be oppad to irritates amil alter all Osaavg and limag is TC: 2x 4 SP 82 BC: 2x 4 SP •2 WB: 2x 4 SP Y3 2x 4 SP N2 0- 0 2x 6 SP N2 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 T 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 Jnt(a). I. Span-0.18/572-0.35/289 4-1 Horiz. - 0.01 -0.02 NA Max DL Deflection L/586 - -0.17 Long term deflection factor - 1.50 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, Est= 1.0 Bld Type= encl L= 6.6 ft W= 9.4 ft Truss in END zone, TCDL= 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES ( lb) - Max Compression/Max Tension TOP CHORD I-2=-787/I228,2-3=-207/I05, HOT CHORD 1-4=-1375/791, Webs 2-4--602/1275,4-3=-207/494, 0- 0=-579/223,1-0=-448/160, I1- 5 268H 11.31" 9- 10- 0 4. 24 2. 12 Dint Locations 1) 0- 0- 0 3) 9- 4- 8 5) 0- 0- 0 2) 4- 8- 4 4) 9- 4- 8 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF 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 RC Vert L+D 0 0- 0- 0 -72 9- 4- 8 In - Plant Quality Assurance with Ccp= 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(a): 4 TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1228 0.52 C 1- 4 -1375 0.60 2- 3 -207 0.34 C WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. 2- 4 1215 0.38 C 1- 0 -448 0.17 4- 3 494 0.16 C T 1- 8-2 1 457# 2.50" 9- 4-8 5 4 1- 5-0 9-4-8 R1- 6- 0) EXCEPT AS SHOWN PLATES ARE MiTekk MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: LMarondaSystemsamen,align and ft-- this &-ittamerationb ng,.,altitudes.porWb ingm°milarbratingnhuhisapan of the wlwng gMali ch must h cwsdaed by the bmldmg designer. Bracing Wesm u for lateral tappet, of tea Ds gnr : TLY Chk : ttcmbm only to !tins buckling length. Prissier most be made to archer Lateral horsing at ends and spedlid balms en,miad q the awa,ag amgmt. Aaanianal htatiog of Ili manall maamr< may be required. (see HIB&91 TC Live 16.0 ps f afTPI)Fm spearz u m bating me rymen mu amain bu ld ag dmga,.frra Marc Innrmte. TPI a bated w 53I TC Dead 7 .0 s f 4005 MARONDA WAY WDeathoDre,Madima, Wisconsin 517191 P Sanford, FL. 32771 Compmem Eopomimg b). Tea E.mgimenng Co. P A. 913 SwMside Rd, Fhmon, NC 2793I BC Live 10.0 p9f 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE p0050069 BC Dead 10.0 p9f 367 Med2Mon FL Chuluota, FL. 32760 TOTAL 43.0 o9f 4-2-0 Scale = 0.3758 WO: COVK4 TI: JSGRDI 8/31/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2— 0— 0 TPI-02/FBC-04 Code: FLA J Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:MHGRD1 Qty:l - DESIGN INFORMATION nis design is for an indi%idoal building mmpotvu ad has been lass an information luorided b) the dim. The deagn dadaim any cspoctsibtfi4' for damaRs n a cPA of fantty or incorrect infuriation. mnmtiom and/or design f urush,d to the utsss designer by the client nod the corrtanm a occwac) of this nnformattm as at nay reline to a spealle project and ata *u w respunflily or eserdxs no anted ustb repel to fabriouoo. hanffl g, abrpmern and if"" on of trusses This Imss his been designed a an mdnidnal but" compound in accordance pith ANSVIPI 1.1995 and RDS-97 to be ivapua cal as put of the building deny by Building Desiger. Whea mieurd for app,ail by the building dmg er. the design lood,np shone mint be ehaked to be sine thin the dau shoos are in agreement eith the loading lbuilcodes. local dimuic remade for aid or stern kuda ptog specillcutom orq>md applied bads Unless shoos uten hm oa been designed for uuag: or oaaponc) loads The design amuoer aa:Wr®m cbads (top or batam) ore omticutiously braced b)-1- uhing unless aber.ise specs where bottom chords in torsi® arc rot full) baud W-By by a peaperly applicd rigid cdlias they sbudd be braced at ntacimtm Spacing of IoOU' o e Caere= plafa shall be nmufaamrd 6® 20 page hot dipped phanimd sassed cumin, ASTM A 653. Grade 40. unless othim se shuun FABRICATION NOTES Prior to fabrictuco, We fabricator shall mien Out darting to smly that this thinning is to codormamx uitb Ehe fibritaa't plain and to ralta a continuing mWonsibtW) for urb - Two run An3 assve{mdes a e to be put in tinting befine acing or fabnation Plates shall m be tnsulled tier knotholes, krone or dmoned gain. Members dull be at for usbr btuns nood to noel bcmus. Connector plates shall be located m both fain of the truest oith oath, lidly imbedded and shall be s)m about the join unless atMosse dnoun. A jN pule ss 5' aide s 4• king. A 6.d Wne is6' esde a 9* ImF Seal (holes) run Parallel to the Wale mph wrntfird Double cats m oeb members shall run at the cmfmid of the orbs unless ahernue sheen Connector plate - are mtmrima oua based on the form shoos and ma) need to be user-d for certain handling and/or ctasion messes. This treat is one to be fabriated pith Due ma" n,", Im1ed hunber unless othernsse shone For tldtuaal mfvmuim on Quaht) control refer to ANSVDPI 1.1993 PRECAUTIONARY NOTES All bados and ereatro rector-dniros are to be falload in accord- pith accepted tnt&mry pubbaticm Truant ore to W hadled aith particular are during banding cud batdhns, ddnery and itmallauon to meld damap. Tonpmuy and pamanenl bracing fa hold- uoss in a aaigba and Womb ptsstum and rat reusing latcW from shall be dmpd and tnnalld b) chins. CarefW handltog is csscntial ad aearo bracing is nloa)i required Norwl precautionary avian fa uumca requires sock terWtmar) Mating during in9allaticn bemeen uussa to meld toppling and dmmnoi- The apmisitm of ereatom of unseen shall W under the control of person espericnmd in the i®allattm of main. Pmfessimd ndssca stall be sm,& if ceded Cooxmntion of cmunrsiaa 1=6 pater than the sleep Imda shall mot be aWied to tnma at sup lima No tomb other than the aught of the ctraoa dell be pWrd to uusscs awl alter all raucnins and tracing is TC: 2x 4 SP 02 BC: 2x 4 SP 41 D WB: 2x 4 SP Y3 WDG: 2x 4 SP 82 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 Hip Master designed to carry 51 011 open jacks (no webs) across center and Hip Jack Truss framed to BC In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(a): 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, BOT CHORD 9- 8=-557/1946,8-7=-784/2544, 7-6=-598/ 1843, Webs 2-8 18/196,8-3=-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 Serial. -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 D or 0: Plate(a) 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, V= 125mph, H= 15.0 ft, I= 1.00, Ezp.Cat. B, Kzt= 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. Continoua lateral bracing attar -had to either edge of webs) 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 leant 90% of web length and be same size, species, and grade as web. 2x6 T-Brace required on any web over 141-011 joint 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- 8- 0 9) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF 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 MAX. REACTIONS PER BEARING LOCATION----- X-Loci BSet Vert Boris Uplift Y 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 1407H 8.00" 1 2-10- 3 3- 0- 6 6x8 --- R 1434M 4. 00" 19-8-0 1. 9 8 7 6 10-1 19- 8-0 0-I1"12) 25531E EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3058 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING To BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: MHGRDI Maronda Systems Braun= sheunmthis draoinsisretenasmbracinaoidbrxut&ptwlbrtingorsitrlorbrocnseEichisapanof Dsgnr•TLY Chk• 7/22/2006 the bmldins desip and uhnch onto be considered b) the bnldmg designer. Baring =home is for lated suppan of truss ben od) tored cc balling nigh. P,aisiom mum be made to anchor lateral bracing in eels ad spemfrd Ioauons dcivmiam by the build I, deagoo. Addnuon2l bnctos of the avdl itnicture he req¢ireb (See HM41 TC Live 16.0 psf Lbr DF : 1.25 of Mffor spmhc unss bracing repmmmat' coma° building tlmpr' (True; Rate Irmnme. TV] is band u SU TC Dead 7.0 psf Pl t DF : 1.25 4005 MARONDA WAY D'Orofno Ddse, Mathieu, Woansin 53719) Sanford, FL. 32771 Component Engineering W. Trum Engineering Co. P.A,. 913 meted- Rd.Edat- NC 27932 BC Live 10.0 psf O C 2- 0- O 407) 321- OD64 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE 00050060 BC Dead 10.0 psf Code: FLA 367 Madaffion FL tlwhiots; FL 32760 TOTAL 43.0 Dsf v4 . 7 . 32-60676 Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:S1 Qty:5 DESIGN INFORMATION 71. dcvgo is fin m idnimul WMng mmpoorm and has loan baud on inftmatim pro\idrd by the tiimt. The designer gagman any responabt4ry for tla n a resist of Gdry a itmrea infotmstton. ghaiTblioro ad/or dmpo Ihmished to tk um desgv by lbe d® and the tsrtaioess or accuracy of ibis informatim n It ma) r Ism to a spot gar 0 and neaps co respona'brbry a outrara no control arch regard to fnbncnt,_M,.. handling, sbrpmem ad imullatioo of wssa That trout has been dmgsd as m tntdn\,dnsl bulkhog saompoow m Kmrdamm with ANSVfPI t-1995 and NDS-97 to be inmrpuated n pan of the huildmg design by a Building Dc igv. Wbm micnd for appraal by the building tlesigra. the design kW,ng shona taco be cbatrd w be sue thu th dun sonars are to n wuh the local buiWnog codes. local climatic romods fm owd or coon Inds. Project spoar=ms or spinal apples kods Udm sboaa uma hn ma bom dmpd fa sonje or omup2m) lands. The design aroma congressmo chords (top o bottom) oat cmuo nd) tract by soothing nmkss wtha\\ir spm0d Wbem bottom chords in tensim ue not fill) brand UtWl) by a properly applied rigid mlm& t t y should be broad to a spacing or 10'-0' o c. Cmmnm pluu shall be ma &-cod from 20 two hot dnpptd ph2mmd steal meeting ASTM A 653. Grade 40. mks ahruin shown FABRICATION NOTES Prior to bbrootio . the fnbrmm shall mien this droning to \ail) that this drawing u in caaformaas Pith tk hbriestoes plats ad to realia a smmimning rrvoroubshry for such \ tficatima An) disnepsoaa are to be pal in carting before poring or fabriahm Plates dusH as be i=Wkd ma knaklg knots or distorted gain. Members shall be m fin tight raing wood to wood beanng. Commor pales shall be located on hub Itm d the min unts nub wry imbedded ad Noll be s)m about the)aim mks ahaasr sbmts A Sol plat is 5' aide s 4' tong. A 6d plate is 6' hide c a' buy. Slats(hole) mo pardw to the Pine length spmfi d Double was m ueb m®b- shall min to contrast! of tk.lost nurkss her.,_ Mown Conrraor pLve seen am miainmm sim bard on the forms shone and may oad to h hnernssd for .ruin hurdling aodfur cmim stress This trms is oa to be fabricated with fue munwm ucaud lone. unless mlxra a rasm m sbours For addaioul sdortiQmltt) Control rder to ANSVrPI 1- 1995 PRECAUTIONARY NOTES AU tracing and amuou remm®dation ue to be fdloaed in emordooa: alth Kc*m tduaq pubhcalnms inns$ ate lobe bond' d nigh paruodar care during Wading sd ti+dhnl delna) and u 11,nim toodd damage. Tmtporary ad pamancrrt bracing fa holding trrars in a straight and plumb pnstmm and fin rnssttn- lateral form shall be dmgwd and imWkd by o bcm Cuefd oadlmg is -1ial and ermion tracing is alwa)i regrdrd. Normal pr®nionvy Kum fin or:m ralmno such temporary Mang during in albsttm ben\® uses to avid toppling toll drninang. The ssWa\ism dereaim d tnma shall k user tk mount of peaom vocruncrd m the irs-11uiou of trusses Profpdoad ad\im shall be sought tf coded. Concentration dcmannim loads gtma ohm The dmp loads col] not be good to u,asn at art) time No hods other than the neigh of the ereaas shall be apples to truns0 wail alter sl fntming and traaag is TC: 2x 6 SP 92 BC: 2x 6 SP Q1 D 2x 6 SP 82 8- 9,7- 8,6- 7 WB: 2x 4 SP 93 2x 4 SP t2 2- 8,4- 8,0- 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 cone, TCDL= 4.2 paf, BCDI,- 6.0 paf Impact Resistant Covering and/or Glassing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--5232/2045,2-3=-3714/1493, 3-4=- 3714/1493,4-5=-5231/2045, HOT CHORD 10-9 1723/4756,9-8=-1711/4750, 8-7=- 1111/4748,7-6=-1723/4755, Webs 9- 2=0/334,2-8=-1325/702, 8-3=- 880/2801,8-4=-1324/702,4-7=0/335, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.53/876-1.04/444 7-8 Horix. 0. 34 0.66 NA Max DL Deflection L/901 = -0.51 Tana term daflactinn fwctor = 1.50 20-0- 0 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. User defined loadcaaes have been considered in this design. Bracing Schedule: Chords Max O.C. From To BC 48. 01' 0- e- 0 14- 2- 6 Webs Brace Pt Joint to Joint 1/2 2- 8,4- 8 Bracing shown is for visual purposes only. Continous lateral bracing attached to either edge of web(a) shown OR a T-brace, nailed flat to edge of web with 3"x 0.120" nails spaced 8" o.c. T-brace must extend at least 90% of web length and be same size, species, and grade as web. 2x6 T- Brace required on any web over 14-0". WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. Cr 9- 2 334 0.11 C 8- 4 -1324 0.85 C 2- 8 - 1325 0.85 C 4- 7 335 0.11 C 8- 3 2801 0.90 C 6.00 10- 7- 12 0-6- 6 6x8 6. 00 Toint Locations 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 5- 2 4) 29- 5- 2 8) 20- 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): 3 MAX. REACTIONS PER HEARING LOCATION----- X-Loc BSet Vert Horiz Uplift i Type 0- 4- 0 1 1761 0 -819 8 Pin 39- 8- 0 1 1761 0 -819 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSi. Cr ..BC. ..FORCE..CSI. 1- 2 - 5232 0.52 A 10- 9 4756 0.78 2- 3 - 3714 0.51 A 9- 8 4750 0.89 3- 4 - 3714 0.51 A 8- 7 4748 0.86 4- 5 - 5231 0.52 A 7- 6 4755 1.00 3.00 1 1 -3.00 Face = 0- 2- 8 10-6- 6 0-6- 6 Face = 0- 2- 8 0-8- 0 0-8-0 1761 . 14- 2- 6 1761H 8. 00" 20-0- 0 20-0-0 0-t10,. 8 0 40- - 0 t COSMETIC PLILTES^- iZ) A) (12) 2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma Co n d a Systems Bracing shown m tbu co dr"Wittertaion bra zing. nid bracing, portal bnra ing m amilu brapug ul ch is s pan of the btuldiog design and u inch ohm be mmidaod q tk hmldmg design. Bracing &boon is for lateral support of truss members oob) toreduce tickling ImgR Protmon most be made to ancoor lateral braong at ends ad p-rd A localmm daamtmd b) the bdldmg desig=. Additions] bracing of the wed] strnaue ma) be mquired (Sm Him I ofTPI) For spmftc trots Mang ngwremmlL mans building dcupa (Tom Plate lutist. TPI is 1-al u 5113 4005 MARONDA WAY D'Onof oDins. Madison. Wi&mnsm 53719). Sanford, FL. 32771 Compooms Fogumrrog by Tom Foguscuing Co. P.A, Sit Soundsidc Rd. F.dm,- NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 4005006e 307 Meson FL Chutuoka, FL 32799 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 Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:SLA Qty:2 DESIGN INFORMATION TC: 2x 6 SP 02 MULTIPLE LOADCASES -- This design is the oint Locations This design ufix anmdnidt lbuildingand BC: 2: 6 SP Al D composite result of multiple loadcaaee. 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 has bosh based on infnmutino pronided b)tle client. 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-Vocsd- 4"many responsibility for d'n"¢ 0*result WH: 2x 4 SP i13 in this design. 3) 20- 0- 0 7) 29- 5- 2 of W.df'grymm° m`amfmmssd-g- atwm mdlor designs fhroished m tK tram dmgm bf the drw 2x 4 SP 82 2- 8,4- 8,0- 0 Bracing Schedule: g 4 29- 5- 2 8) 20- 0- 0 and the arrecims or accuracy of this;aforrnstra as it All COMPRESSION Chords are assumed to be Chords Max O.C. From To In -Plant Quality Assurance with Cq- 1 3) nclane to. spocirc project and.cacpa no continuously braced unless noted otherwise. BC 48.0" 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per ayo°sb'brycar csaasano'mt`olw'mregard m 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) : fibnation. haMlmj ship- and in_dL.,n of true. Tna mta has bens designed as an;nd-dual builds, H= 15.0 ft, 1= 1.00, Ezp.Cat. B, Kzt= 1.0 1/2 2- 8,4- 8 3 m®poommttxvdaraoultANSVrPl1.199sand 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 belnarpommdapan ofibebuilding design in INT zone, TCDL= 4.2 pef, BCDL= 6.0 pelf Continue lateral bracing attached to Z-Loc BSet Vert Boric Uplift S Type by a Budkeng Designs. When miew.d for appro,al by 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 building de9pta• me design loaemp Who - ono be cbateambeoveteswemusbmam=ingtcombo FORCES (lb) - Max C ression/ Max Tension nailed flat to Compression/Max edge of web with 3"ft 0.120" 39- 8- 0 1 1761 0 -839 8 H Roll with roelocal holding Wks. bolclimatic remrdsfler TOP CHORD 1-2=-5232/2045,2-3=-3714/1493, nails spaced 8" o.c. T-brace must extend PROVIDE UPLIFT CONNECTION PER SCHEDULE w,moon.loealL, ymspeanottonsmspecial 3-4=-3714/1493,4- 5=-5231/2045, at leant 90% of web length and be same TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. appliedLea1 Unless, showutruss has not b®aes4ned 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 C0f storage poosuc0f0 0DCy an)an: The gna:amn campremmchords (lop a ba0om) ue antimeml)• 8-7=-1711/ 4748,7-6=-1723/4755, 2x6 T-Brace required on an web over 14'-0". 4u Y 2- 3 -3714 0.51 A 9- 847500.89 Ixaced b)sbath;nt tmlenotheoisesparsftod. when 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 bammcI I inunstooare out ftdl r xdlateratq•lit s 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 property appladrigid mlrng•the) should bebrlsedala GLOBAL MAX DEFLECTIONS--------- 2- 8 - 1325 0.85 C 4- 7 335 0.11 C mnd'mem spacing of lo'JY o c. Conaec or plates dullbeLLTL8 - 3 2801 0. 90 C m,c., red from 20 pope hot dipped phammd sled ucsding ASIMA653. Grade 40. mlm o0crum soon. 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 cat= the 0rbmmr shall mien this Max DL Deflection L/ 901 ea -0.51 drn»op to.uirl thin this drminp is to conformaoa uitb Long term deflection factor = 1.50 the rabrtatofs plans and in realm cmnmung 20-0-0 20-0- 0 responsrblb' for such -Nation Ao3 discrepanau are 1 2 3 4 to be pin in untinp bcfon coming or hhrtaboa Mica shall mbe ;coshed my knothole, knob am daned 5 grain. Members dull be cut for tight fitting uood touood baring. connector plain shall be located a both fans m F6. 00 fi.00 the trans pith nails hilly imbedded and shall be s)m elbow the ioim unkn othemtse shorn. A 5%4 pline is 5' u, de 6x8 J' Imrg. A Q,3 plate a 6' wide s g' IwgSlats (boles) run parallel m the pLac Irnplr spmfud. Double cas on ucb need. shall mess ai de ttmroal of the orbs unless otbou, se .but. Canonor plate srm m minimum tins based no the form soon. and may omd in be iunasod for certain handling and/or moron tame. This muses ss not to be 11d noted u.h the reaudam uatsd rumba -1- ahaua sbo". For tlditioml inrormaum out Quality Control refer to ANSVIPI 8x l 0 8x I0 1-1995 PRECAUTIONARY NOTES 10- 7-12 10-6-6 All bracing and cremioo rece mriecdwom are to be I Ox 10 rdlm.d in mcumd,M w,tb ..ept krideemy pub11atr01K Trusim amlabehaad)ad .,tb partial. art dung hinds, and l andW,, del-y otd 4-10-0 ansualLb'u n m aiaid damns. Tempuuy andperrem, bracing fed holding trussesun straight and plumb 0-6-6 5x8 8x 10 I 8x I0 5x8 0-6-6 pootia .W fw coning utaal roam seballbe desip.m and iasalled by anon essem Careful handling a ial and amino bramng a precautionaryalua) a required Normal precautionary Jlttrimfedtrusses nqu;rts such umpmaDbracing during rad•uu+,•,, bawern nose in n, id toppling red 3.00 3.00 eomiming. Tee supmiam of section of tames dull ee Face = 0- 2- 8 Face = 0- 2- 8 undo tee comrol of peons espakaaa m the dnuk 0-8-0 0-8-0 coomrntsration o aoawndaian Willsgareat" than the design lads shahi nal be apples m ureszs atamtimes14- 2- 6 ads No lothv ciao the u.iglu of the amen shall be 1761 1761 # 8. 00" applied m main unuh ally dl f-ing andbr.dag is 20-0-0 20-0- 0 10 6 0 40- - 0 0- p COSMETIC PLATES'`) A) (16)2a4 0 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale0. 1532 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING fi 111: DMg: TI: SI.A Maronda Systems Brnngsbow.athisdauiogisnolaauaabmyuindbr.ring.Poufbraau,w-m;'- ibracingahichaspano< Ds :TLY Chk: r 7,22,2U06 the building deep sad which mot be c nudemd q l c bmldmgdesigns. Bracing shoo. is for latam appon of truss Lbr DF : 1.25 mnben onh in redo¢ buckling length Pro,srons mum be mode to anchor lateral bracing at endsandspenbedloaumadeterminedbythecedingdesigns. Addunnsl bracing of the m2. aall structure mbe required. (Sox HIB- 91 TC Live 16.0 pS f of TPI) For spaplic trussbracingmquiremats, contact building designs.( rues Plate Iasutme. TM a located at 523 TC Dead 7.0 psf Pl t DF : 1.25 4005 MARONDA WAY D'OnofnoDme Madnorc Wiw-min33719) O.C.: 2- 0- 0 Sanford, FL. 32771 ComMicri Enpuaccrmgby Trun Enginmsng Co. P.A.cola Swr=a^Rd. Edam NC27932 BC Live 10.0 pSf OE 4 TOMAS PONCE P.E. UC NSE R WSM68 BC Dead 10.0 psf Code: FLA 367 Med Mien FL Chss)uob, FL 32766 1 TOTAL 43.0 psf v4 . 7 . 32-60765 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\SLA.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:S1B Qty:2 DESIGN INFORMATION This dedp La Car totIndhidna balding and hit been hruid an tofotmatim presidedm Tob)• the die designer d&lainn ao) mip aithty fin datnmga m a read[ of bcu or Inmrrm udaroulion, specs tiom aod7or design furcishcd in the trnm designer b) the dent am the oareaaneo or aocana:5 of this inl'or®uun es it may relate to a specific project and accepts m mWoafltrlity or GQllltd m oamml With reprd n W imim ba-11- shipment mad inuallattun of unma Thu um has been Limped w an indriidoal building component in aanrQarce umh ANSVIPI 1.1995 and NDS-97 to be iomrpmated a part of the building design by a Building Daipier. When raicwed for approrol by the bml&a& desper. the design loadings slim m noun be decked to be sore that the data sbonn are in ageanm pith the loco Molding oodm, lout dioatic nerds row ind or tmw loads. projm spmficauom or spina applied loads. Uolm slimix tram has m been dr9 for uoni or amrpaoq loads. The design amp mrtprmioo dhmds (top or bottom) are omsii-nib brad b) shalhing udm ahmuue,pmfied. Wbere bottom chords in tension are not IWh broad latuaB) b) property applied rfgd cdbnb Ibex sboald be brad m mavmrm waacing of I (Y-W o e. Comma plan stall be mand-red from 20 page but dipped phwined wel rasing ASIM A 653. Grade 40. odor otbmnim sbmw FABRICATION NOTES Prior to faMldlaL the Qlaicator shall renew this draping to -6 that Ibis dianing es in mnfu mvrc nith the bbncmoA plain and to real= a continuing respmability for such ssnfrutim An) discrepancies art to be pin in unting before ctmYy or &brietim Plan shall out be invalled over hmtholm knots or downed grin Members sboB be c s for Light filling wood to viand bearin& connector plaes dWl be located on bob fain of the utm ucth wls fdty imbedded and "I be s)m about the yam W1 otheruix shown A 5c4 plate is 5' uide e 4' Yin} A 6d plate is 6' Wide x g' long. Sloe (holes) nor pamild in We plate length spurn Double erdr on nub wmbm shall sum at the ceauoid of the odes uvlm otYmnve shown Comma plate sim are sin bored on the form shown and nay need n be m increased for maio hnmrng and/or amen suds This Lim is sat to be fn fauna with rim reardan[ treated lumber mom atkm= shown. For adbtaml nforco um on Quality Control ram to ANSIMI 1-1995 PRECAUTIONARY NOTES AB bracing and erection eemmmeoditiam are n be ftibucd in a ccond, with accepted ice• publications. Trimm are n be handled pith panimlar care during bonding nod bundling, ddnw) and Mi.nn,ww to nod menage Temporary and Peron - bracing fur holding uuacs in a amight ad plumb positim and for roasting Lateral font shall be deigned and rnudled by atom Caeld bandhng La moral nod e recum tracing is alwa)s required Normal peeemiooary action for trtnotea requires such lenWwar) tracing inning inmaWlion her%= meant to void toppling and domimiog. The opertiuon of a rect of tnmo shall be under the mmml of petmns apaionad n the ticaallaucts of tomes Professional adiiee shall be sought if n--W Cevimwatim of exmuroctim Inds graver thin the chip Inds shall m be applied to lima to any lime No bonds other than the ought of the creams shag be applied to trtesa uoul after all fastening and bracing u TC: 2x 6 SP 82 BC: 2a 6 SP #1 D 2x 6 SP #2 8- 9,7- 8 WB: 2x 4 SP #)3 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, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Ezp.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 pat Impact Resistant Covering and/or Glazing Reg 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 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 loadcasee 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 48.01e 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per BC 48.01' 29-11- 0 39- 4- 0 sec. 3.2.4 of TPI-1-02, for joint(s): 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 Continous lateral bracing attached to 0- 4- 0 1 1761 0 -919 B Pin either edge of web(s) shown OR a T-brace, 39- 8- 0 1 1761 0 -819 B B Roll nailed flat to edge of web with 3"x 0.120" 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 0.18 9- 2 334 0.11 C 8- 4 -1325 0.85 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 Boris. 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 3.00 1 1 -3.00 10-6-6 0-6-6 Face = 0- 2- 8 Face = 0- 2- 8 0-8-0 0-8-0 1761-ft-M 14- 2- 6 10-1-0 Orr 20-0-0 20-0-0 0 0- 0 40- -0 COSMETIC PLATES )(24)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 0- 0 Scale = 0.1509 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: SIB LMaronda Systems Bmmngshmnmthudrauingisnot eremioobmdnyuimbradng.ponalbnrdngorsimlabracing uhichisapan of Dsgnr:TLY Chk- 7/22/2006 tbcbuilding Amp andubkh rant be oonsid b) We MuWing design. Badog shown is fw lateral wppon of um memben od) w reduce buckling length Pm,w one be wade to andbw karma bracing at ads and tpenfied locauom determined b) the building design. Additioml bracing of the esuall unsure way be required (Sec HIB-91 TC Live 16.0 psf LbS DF : 1. 25 of TPI) For sped tom bracing mntaci building cimiper (font Plan Louie TPI a looted to 593 Pl t DF : 1.25 4005 MARONDA WAY VOno rtoDrrc h(xhoo. Wiacsoa.53719). TC Dead 7.0 psf Sanford, FL. 32771 Componern EnDoccrW by Tnm Engineering Co. P A, gig Smndside PA Filenim NC 27932 BC Live 10.0 pS f O. C .: 2- 0- 0 407) 321-OD64 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE OWS0060 BC Dead 10.0 psf Code: FLA 267 MesdaMon PL Chuhlota, FL 32766 TOTAL 43.0 psf v4 . 7 . 32-60766 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobe\COVX4\COVINGTON K 4\S1B.prx I ' Job: COVINGTON K 4 Custohner:10# UPLIFT D.L. WO:COVK4 TI:S2 Qty:2 DESIGN INFORMATION this design is for an mdmdutl Wilding cairnportera and has been based on infornunon plaided by ilea client The desigeter disclaims any respmstbehry for damage a a nadt of faulty or incorrect infmmstios rymBalions andlor design rurafshed to the Ines dmgacr b) the cb= and tha alemnm or accuracy of this infamatim as it ma) relale to a spe cirk proxy and amps no respmstbdrq or increases an control with regard to ranr;estion, handling, shWericat am insalWfm of utmes This unit has bent designed as an ind—lual building mmpomm in accordance with ANSVTPI 1.1993 and NDS•97 to he tnmrpaated as pan of the budding design b) a Building Design. When micwed for approsal b) the 1mWrng desigtc, lbc design toads; show. aim be e5cded in W cue that the data seatm as in agrm®t rah the local building mdea local ainnuc remtes for ins or — loads. ptojca spmmmiam a spacial apptia0 toads. unless shown truest has not been designed fa storage or oaarpanc3 toam The design asstmnes mmpressim chords (top or Datum) age mmimrmst) bread b) sheathing unless otherwise spoeafod Wbcm boa am bards,. tc®on as as"bead lauralq by a praperl7 gowd npd t 1'.., IRy a meam be bread in. reatamam gating of I V4)- o c Connector Plus stall be rm®fatured from 20 pup bit dipped gahantad star coming ASTM A 653. Curie 40. amen otherwise sboan FABRICATION NOTES Pita Ica fabrirnioa the ratinealor shall not this drawing to turfy thin this drawing is in maforvume web the fahflalors plans and to =l'a a containing reponsibdtt) fa srcb svdlattoa Ay deaacpanoes are to be i a in writing b r, aduag a fiDnotion. Plata sba l not ha i-s"M an knotholes, ores a dmatd pain. Members shall W ® fa tight riming wood to w.od bmnng. Canna plate shall be located on bah fees of the cuss with nails full) imbedded and shall be rim about the jam uules otherwese dies&&. A Sn4 plate is 5' wih a 4' long A 6J ;laic u 6' nidc s a' bra} Slits (hoes) con panikl m the pLasc Iengtlispooricd Doulik ans on web ® Dar dull arm o d. —raid of the w bs unlm atbeirmue Shown Connor glue era as -a — mn based m the lama aeon. and D .) need in be inercued fa anaia handling and/or amim crag This truss is no to be Mriated wuh rage retardant treated amber unless a cram showy Fa additional mm fornum catOutfit) Conrol refer in ANSVIPI 14"s PRECAUTIONARY NOTES AB bracing and erm;m remmmeodniam as to be followed in a¢vdaat .eth mccgX d imrmr- ptiblotioos Time are to be haafkd with poruculu are during hording and brmdling, do isa) and suiltar{n. Ica n,id damage. TcnVoruy mad permaat bracing fa holding truce in a straight as plumb position and ror resist - latanl force &hall be designed and installed b) ahers. Cadul handling is essential and eamiow bracing is always required Normal posit• Sam for tram requires web tempaasy bracing during tncalWioa beteeeen trustees to odd toppling and domtmn} Thep midm of umim ti btu$ &ball be Under IM amwl of person caperteaed In the installation of ullsm Ptoresaooal adlla Shall be sought if oaded Col oceurr e" orconfintam loads grater than shall the designloadsnotbe applied to true at an) ume. No bads otbv than the night of the canon shall be applied to tnmcs tail alter W fntaiag and bracing a counpicam TC: 2x 6 SP Q2 BC: 2x 4 SP x2 WB: 2x 4 SP i3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, S= 15. 0 ft, I= 1.00, Ezp.Cat. B, Kzt= 1.0 Bld Type= encl L= 66.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.08/999-0.15/999 4-5 Horiz. 0. 04 0.08 NA Max DL Deflection L/999 = -0.07 Long term deflection factor = 1.50 4- 3- 12 0-6- 6 4 t 7-4- 0 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----- X-Loa BSet Vert eoriz Uplift ! 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 6.00 5x8 6. 00 3.00 - 3.00 Face = 0- 2- 8 0-8- 0 671N 8. 00" Joint Locations 1) 0- 0- 0 3) 14- 8- 0 5) 1- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 In -Plant Quality Assurance with Ccr 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1301/983,2-3 1301/983, HOT CHORD 6-5=-133/1160,5-4 732/1160, Webs 5- 2=-338/803, TC. ..FORCE.. CSI. Cr ..BC. ..TiORCE..CSI. 1- 2 - 1301 0.32 A 6- 5 1160 0.49 2- 3 - 1301 0.32 A 5- 4 1160 0.49 4-2- 6 0-6- 6 Face = 0- 2- 8 lief 8- 0 671N 8. 00" Y 7- 4-0 L 7-4-0 L 6 5 4 10-8 14-8-0 -10-8 0- 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: Laronda SysteMSaBsi.maer ng&thiaaingisnectimbracing.mimDa,.portalbraeaa°a nglubraemm n bracingwe balding designand w hicb cams be considered b) the building designer. Bracing sbowm is for lateral suppon of tress o:tobim on!) to reduce buckling length Praisiom am be made to anchor Lateral bracing at ads and spmOrd Locations determined b) the budding designer Additional bracing of the aaall suuaura ins) be required (Set Hlli91 of TPI) Fa sped lic tram bracing requirmncros. contact building deagoer,(Tr as Ptak lcsu utc, TPI is Mated a 533 4005 MARONDA WAY D' Onofrio Dine. Madison. Wismnsfa 33719). Sanford, FL. 32771 Compoam F,_'__ criog b)- Tim Fmgiaaing Co. P.A., gli Souadside Rd FA-- NC 27932 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 000050060 367 Med2Mon PL Chutuotor FL 32760 Scale = 0.3891 Eng Job: WO: COVK4 Dwg: TI: S2 Dsgnr: TLYx 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\Jobe\COVX4\COVINGTON K 4\S2.prx I I I Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:S2S Qty:5 I I DESIGN INFORMATION This drop is fa an indntibnl bmldmg oompomm hod has beco bamd oo infor-uron praidod b) the clm. The dmper d--W— by royonsibiht for damips as a reap of &Wty u in== rnformtion. spmfiauom adlu design furushrd in rk min dcsip a b) the client and the correcurea moraoacy of this - noformsusas it troy rWte to gxdfc Prom and amyta no msponsibility or esadm no control with reprd to f nosioq handling. ahtpsnens and ima,n„ion of unisrs This truss has been dmpcd its - t disMml buitling component in accordanco with ANSVfPI 1-1995 and NDS- 97 to be inorpomied a pan of the huddinj dcsip by a 8-ldirig Desiprz. When mimd for appmal b). the building dc6per• We design loadrop sMnn most be chrtked to be sure that the data shoaa are in opeement nuh the Tool building codes. kcal clunaw records fa Hind or scow kds• pnsjrtl spsrifiatimn or spocial applied loads. Unless shona um has not born dmpcd fm storage or oaupasy loads. The dmgn ass-rie asmWressim thuds (cop or broom) art continuous hrue' b) dsodinng-less othvnise spaifcd Wbae bottom chords in teoam are not fWh Dmmd tatesa14 by a propcit) aWcd rigid r ilioa, they shod' be braced a mad-® spacing of I0140'o c Cnoocc a ph = shW be inarrulkartued from 20 pup hot dipped gahvsind Unit mccung ASTM A 653. Grade 40. unless; ahc.ise s6onu. FABRICATION NOTES Prow to fakir ctru . Nc f donotu shill roses this arming to srnfy Lhas this drawing is in o-Gnrnom Huh the fahniratora plain and to realm a mm;mring responsibility for web —11cation Any to be pn to nnuog beloce anng or fabriotiac Plain shall net be install' mew kmbDks knout or disioned Vain. Membm shall be om for tight Biting wood to nood boring- Cut -ecru plate shall he hsotd on bah faro or the tram oub .it, filly imbrddrd and shall be yin aban the pm onlm albawim shone A 5c4 Wac is 5' wide s 49king. A 6d plate h V aide s Se l ng. SW(bole) r- p: sralld m the plate le gdr it m liicd. Duubk ans on nib mc- has shall min as the ceavad of the wsths -- ah-- shone Canaan phirc dins are otiw®m slra bated W Lhe foroe shwv tad may ocod to be used fin oetuin handling &Win autkn asses This tram ism to be fabriotd with floe rraWant urasd h-bn urd—othcr%m shmsu Fa addititial infornuoum on Quaint Control rder to ANSVfPI 1-1995 PRECAUTIONARY NOTES All bmdng and aoaron rcmmmcial2 ions uc to W fallow' in aaardauz with accepted indents) ptdliouoos. Tame ue to be had1W nilh particular ore during 1—din, and buodlm , delnw) and installation to noid damage. Tcnguat and per®am bracing fu holding trusses in a susight and plumb postiai and fin rinsing tataat taw d Wl be dmpr'd and in tudled by od— CandfW handling is —cabal and eroalm bracing is atuip required. Normal preoWionaiy Kum fin trusses regsdro such temporary bating during installation baxeen trusses to noid toppling and dornimng. The satimision of emgion of tnsacs shall be der she aavrol of Persons eV-.ww in the installation of tomes Professional aAico "I be soughs d 000dcd. Caamuatim of construcuo lads pot- than the design kads shall m be appled touos:s u" time. No lords other than the aright of Lbe amors shag be applied to tames until Wlu all fistenusg and brcing is TC: 2x 6 SP 02 BC: 2x 4 SP 02 WB: 2x 4 SP 03 WDG: 2x 4 SP 02 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, HOT 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 Horic. 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 or I): Plate( a) 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 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 -1210 0.26 A 6- 5 1075 0.48 2- 3 -1197 0.25 A 5- 4 1072 0.36 7-4-0 6. 00 5x8 joint 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 BEARING LOCATION----- Z-Loc BSet Vert Horiz Uplift T Type 0- 4- 0 1 652 -7 -435 B Pin 14- 0- 0 1 621 0 -380 B H Roll PROVIDE UPLIFT CONNECTION PER SCBEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 743 0.24 C 7-0-0 6.00 3. 00 1 - 3.00 4-2-6 0-8-6 0-8-0 pi 4r 652# 8.00" 621N 8.00" Ak 7-4- 0 7-0-0 6 5 4 A-10- 8,, 14-4-0 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 Laronda Systems ERECTING CONTRACTOR, GRACING WARNING: Gracing shown on this draping is tip enenaion brnang, wad Dtadtg, ponal bracing or rim W bracing n htch is a pan of the b-lding dmgo and which min considered nsidered b) thebuilding desper. B—S shonefin ks is erid sopponof uoss has oat) to rMrre butliag knph Pronisiom mug be made - anchnt laical brxagg at ends and sport A locations detnmimd b) the l uWnmg designer. Addaim,,s branng of the meall structure mry• be required. (Sot HIB-91 4005 MARONDA WAY n m Ma n. win 53 i199) (Truss TPI ta toward nsA Sanford, FL. 32771 Component Eogiom-g b). Tmss Empsmmg Co. P.A. klk Smndsi& Rd. Edemoo. NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE IWW50060 367 MedzOlon FL Chulucta, FL 32766 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 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:10@ UPLIFT D.L. WO:COVK4 TI:T3 Qty:5 DESIGN INFORMATION Tba dcsipn u for as inEridnal building ampoom not has been bated on inforwtion prmided by the client. The deeper dmdairm w rew nalihty for damage.: er a remill of (awry or incorrect information. *•f=ri a= adlm designs fmoished to the tray design by the dim ad the mrrmnen or ccmocy of this information i n may rdam m a specs prottm ad raps no respomrhlny or ecerdse no control utth reryd to fibntation, handlin& shnpnent and irmallanoo of tnrsm That um has been dmprd n an Lndnimal holding component in accord, ncs nitb ANSVfPl 1.1995 ad NDS- 97 to be iomrpuued as Pan of the building drop by a Bmhhng Designer. Wbm mirnrd fen apprmal b) the huldmg diigner, the desp Imdin shoav mom be choked to be aue that the data shoot are In lgfC.mml wuh the local bmldmg codes, lad W manic records for usd or snow Inads. pn3m spenfimms or spocal apphm Imds. UWcv shown tsw bats not been derignm far smrage or omgar) Loads. The dcvp astemi ooupressm dnrds (top or ban-) ee commt-a) bosom by st-hing unm otherasse spccifrd Where bottom dorm in ternim are not fWh' boom laterWb b) properh ato ngid coming, tbc3 Mould be braced at maaiwm spcsng of lu-0' o c Connor plat; shall be wntdacturod from 20 gauge bon d,ppm phanvtd wed mmung ASTM A 653. Grade 40. unlm tabcntte shown FABRICATION NOTES Prtor In fabrication. the Gbrk2w shall mien this dran, ng to sash) that this dewing it in aaofrmanc sub the ftbriames plum and to rams a oomiomog mWoonbtlr7 ( or snN sedf++•.ww Ao) disvcpaodes are k be po in uriting before mung w fahnt ,- n. Mom shall not be msWMd an Imotlnla. Lnrs or di-m grain Members shall be m for ught fnnling wend to wood bmnn& Connector psi shag be Ioated on both faces of the cuss with marls full) tmbmdm and shall be s)m abate the joint on tahemite shcam. A 5c4 Plate is 5' ode x 4' long. A 6a8 Plate It 6' wide a t' long. Slats (holes) run paralk) m the Nam Imph spmfied. Double ens on web mmbm shall men at the c mroid of the webs antes othemite shown connector Plain dm art minimum Sias bated on the fmocs slams and wy need to be Inert for aermm hm illmg and/or eroctam arms. This uun it oat to be Wbrimad wish foe rerardam utatm lumber unless uthernisc sboun For ddiuorial infumuna on Qnahh Control refer to ANSVIPI 1. 1995 PRECAUTIONARY NOTES All bracing Nod ertttton recomovdaliom ore to be fabaed in accordance pith raptor uximary publiatious Trusses are to be hmdkd ntth pmiculM art dunng mdmg and bundbny ddisvy ad installation to -W dsnap. Tmpomr) and puwtsm bracing for bdduog truss; in a aaigm and phumb pomton and for rcuarog Weil fmm shall he dcsiped ad imallm by cabers Carded hadhog m cuernial aW erm) m hactog o alwa)i rational. Normal peaurmaq action for trnssi regmui ach lamporar) bracing team{ d. i" beraeen ends; to n=d toppling ad domumiog. The stpeaision of mmiom of trtv;c; shall be nder the coonral of persona Lxpcncnmd In the b+ n>.:., of,,- Prof®rat a&-k. shall be acogbi if ocdel Concontratmi of conartrctim loods gnat; than the design lands rhall nor be applied to tins; at ore arse. No lads Ober than Lite aright of the (anon shall be appltm to trusser until after all fastening W bracing is TC: 2x 4 SP 92 BC: 2x 4 SP 92 WB: 2x 4 SP 93 WDG: 2x10 SP 92 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= part L= 66.0 ft W= 7.9 ft Truss in END none, TCDL= 4.2 paf, BCDL= 6.0 paf GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span 0.03/xxx 0.02/xofx 4 Hor1L. 0.01 0.03 NA Max DL Deflection L/xxx = 0.00 Long term deflection factor = 1.50 2- 9-3 0- 6-10 Unbalanced load case(s) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-243/329,2-3=-232/309, SOT CHORD 6-5=-142/190,5-4=-142/190, 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 3-11- 8 2 6. 00 -6.00 4x6 joint 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 Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Boric Uplift i 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 420q 1.50" 363t1 1.50" l 7-11- 0 L 6 5 4 0- 10- 8 8-0-0 CANT: 1- 2- 0 (110-11-1 ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 0-10-8 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO SE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: LarondaSystemsBracingshahonthusdrawingiserectionerionbong, aid aidbracing, portal bracing a s tar bndag "hick is a part of DSgnr : TLY Chk the GWdnng dedgn ad w hich aura be ctnudctd b5 the bmUng demgner. Bracing shown a fee lateral mppon of tom asmuben oath to rodax budling length. Prmsaona must be made to ame6m Lateral bracing at end' ad spe ct TC Live 16.0 0Bf ba; baderermroed b) the hdldmg dmnll gnet. Additional bracingofthemetincturema) be requital (See HIB-91 P of TPI).Fm sprafe dims bndng requ x contact building designer.ffmott wen Inainne, TPI n Lasted at 5t3 TC Dead 7.0 paf 4005 MARONDA WAY D'Omfrk Dmr;Alad WLutaain53719) Sanford, FL. 32771 Compoaon Fagiomingb: Teas Engiaming Co, P.A., Sit Somalside PA Fdmott NC 27932 BC Live 10.0 p5£ 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 00050060 BC Dead 10.0 paf 367 Medamon PL Chutuo* FL 22766 TOTAL 43 . atattap..f 3- 0-13 2- 6-6 CANT: 0- 6-12 Scale = 0.5459 WO: COVK4 TI: T3 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-60682 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\COVK4\COVINGTON K 4\T3.prx Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 . TI:V1 Qty:l DESIGN INFORMATION This design is fin an bdhidual NI1,1--ii pmm and has been based on infmmlioo linmided b) the diem. The dmger disclaims any eeslionuebiftry for damages as silt of Canby m incasm infor®tion. specifications and/or designs furnished to the into; design bb the dims and the rwneenm oc occurac) of this information as it ma) ndste to a speNk projeq ad aecepls no respooahht) or aedsn on con, pith reprd to fabtatioo, handling, sbip moo and insullattom of mesa This now has been designed as an iodnidmJ belittling wmponen n aaaadrme with ANSVIPI 1.1993 and NDS-97 to be fntngnpmud as part of the building design by a Building Deag¢r. When —rd for appmst l b) tb a bruhting design. t1e devgs Imdinp sboon eigna be ch,Am to be sine Thal the dau sham are in ay®m avh Ibe Iocal building codes, local climatic records for uand or swan loads, pmjm &poor,= m or spacial awLsed Inds. Unless sbwn um ban m been designed for stomp in otaaWuoq loads The dung' anise rnvpcessiao chords (top or baton) are continuously baud b) ,h ping ualm abmniw gxdred Wbre bum ndinrts in le® ass not filly braced late iL) b) a peopesly applied rigd r61— tbe) should be braced at a spacing of If -W o c. Connraor plates shall b: maanfaemd frm 20 gauge Ina dipped ph—i—d steel sensing ASIM A 633. Grade 40, unlm utbor.—sham FABRICATION NOTES Prior to fatimuon. the fabricator shall neaun this dining to serif) that this Qnning is in mnfu®ince, with the bbnc=es plans and to cells a continuing responsibihq fm such —noutent AM de>crtpames am to be pus in ni ting bdom tasting m fabwsa_ Plan shall not be installed as knotholes, Louis or disimd Settle. Memhas shall be an fin tight filling trod to trod booing. Connector plates shall b: loaud on bath fin of the enm nigh tails IWl) imbedded and shall be qm about the pint ualm ahawue sboan A 5c4 plate is 3' Mile c 4' long. A Oct plate a 6' wide a a' long. Sloe (holes) rm ponlld to the Plate kngh spm6ed Doinbk eras w cb mcm. shall ® at the one roid of the webs ualm othmiu shown Conrcnm plate ass ee ounimum sire band = the form Wont and may coil to be mused far eosin tramming ad/m ermim sunsses Tads trim is m to be fabnotd with fire rewdam troll lumbes unlm otbenue shwa For additional nformatioo not Quality Coned rile to ANSMI 1-1993 PRECAUTIONARY NOTES All bracing and creating noomme datiom are, to be fdl-ed in w rdance nth accepted usheaq. pemlrosinas Times are to be badkd math pammlu case daring Mdrng and bundlnvg, ddneq and installation to void danage. Temporaq and pmnsrimt bracing for holding unsses in a straight and plumb povbng and fm caning Iatord forces shall be designed ad nnsW Id by atben Cardin handling d omential ad amino broong is dn7)3 requite). Nmnal precautionary adtoo for teases equine such Imepmaty baling dining ia9dWmo baueen u>mn to avid toppling and dmaiaonng. Tic sup nuim of unction of ulisnn shall be ado the ngmrol a person ecpeienrd ro ibe iae.ii,t:at of trusses Profemmal achxe shall be sought d iteded Cnganuuimo of ngnst umw Inds gcde than the design foods shall to be appled to tines in any time. No lords other than the night of the amen shall be oil to tome until aft W fastening and brocing n ngmplecd TC: 2x 4 SP U2 BC: 2x 4 SP A2 WB: 2x 4 SP #3 CUTTING ONLY *+r++ 1 or 0: Plate(s) OFFSET from joint center The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kxt= 1.0 Bld Type= encl L= 14.7 ft W= 2.0 ft Trues in END :one, TCDL= 4.2 psf, BCDL= 1.2 psf Analysis based on Simplified Analog Model. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind loads have been checked perpendicular to the face of the trues. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Hori: Uplift Y Type 0- 0-12 1 0 0 0 B Pin 1-11- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 2-0-0 1 2 6.00 I• I n e I I I• 1 2-0-0 4 3 EXCEPT AS SHOWN PLATES ARE M1Tek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN To ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems Bracing sbouv on this athisdxsngam ecdon bracing. mid bracing. portal bracingng unidw bracing n hich a a part of the bailding design and which tom be mnsideed by the budding designer. Bracing shorn is for bted support of truss menhcts onlyto ne I bmUng Imoh Pmiuonsmu57 be made toashen talent bracing at ends sd speofied locations desamined bq the budding dmpe. Addiumil badng of the mrmU mucous mi) be tegrm i (Sot HIB-9I Ii„o gnfimwmlas mTrl is ovd usg) 4005 MARONDA WAY oo Madim Wisconsin Sanford, FL. 32771 Compormt Eaging by Tnes Eogirming Co. P A, gig Sound_— ide Rd. Edenum NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M00501068 367 Matron FL Chuluots, FL 32766 Joint Locations 1) 0- 0- 0 3) 2- 0- 0 2) 2- 0- 0 4) 0- 0- 0 Right End vertical designed for rind. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD Scale = 0.7926 Eng Job: WO: COVK4 Dwg: TI: V1 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 Psf v4. 7.32-60684 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobe\COVX4\COVINGTON X 4\Vl.prx I I IJob: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:V10 Qty:l ' DESIGN INFORMATION This design is for an 1calkidml baildinj ampooml and has bem based on inftrenatioo Pmidd q the dim. The dmg= declaims any responahthty for &]mars n resell of owl) or incorrect inriama tim4 spenfimtnm and/or desips f creasbd to the trim designer qthe diem and the enrteanm or atzura) of this information as it ma) relate to a sped fa: project and nocepls no mspao® bhl3 m masses on comsol with regard in f laialion, haMhn, stupment and itmnllatton of tnraa This c,m bas hem dmpd as an andnidral balding oo sa in aco rdance with ANSVIPI 1.1995 and NDS. 97 to be ionarpvand as put of the tauldmng design by a Bwldmq Dmgner. When micad for apprarl by the btuWng designer, the design loadings shone m,m be checked to be swe that the dam shown are in apeeroou aith the local build— mdm local dimmer scads for nind a sans loads. Project spmfimtms as spclsl appled loud: Unlm :bona. amrss has eea been designed for storage or occupancy loads- The design assume mmpressioo chords (top or bottom) am ea tinuomly brand q shmmthing unless tttivn,s spmfird Where bottom cl ords in 1—w- are not fay traced latmlly q a l) applied npd Idling, the) should be braced at a madman spodag of IV-V o.c. Connector plan shall be enaradbound from 20 pup M dipped phanimd steel turtling ASTM A 653. Grade 40. —1 tahernise shoran FABRICATION NOTES Prim to fibrimaon, the fifhtor sta ll m7eo this finning to %wdy that this dran,ng is in conformance with the fabriatofs peat: and to renha a maitmung uporabNt) for srch ,aiflcatlom An) dtarrepansses an to be faa in wrung befom arcing or &liaison Rate Shall not be installed her knaholcs, knots or duumted grain M[mbera shall be as for tight filling mood to Hood baring. Comma plates stall be located on both fax: of the truss u,th odds wry imbedded ard shall W s)m sbom the pm mlm others sboran A 50 plate is 5' side c 4" long. A 6cS plme n 6' ride c g' low . Slots (holes) rat parallel to the Plate length spoalld Double sins on nee members shall ram at the antroid of the webs unless othemis shorn. Connor plate sire an, minimmn sins based on the flees shottn and may need to be incased for oersaiu handling adfor ermm stresses Ths tron is m to be flMsmtd a,th rim retardant Iman d lumber unless o6eruise shown For oddiuonal inforenam m Quality Control der to ANSVIPI 1- 1995 PRECAUTIONARY NOTES All bracing and eseoton rncmnrrr dations ate in be follond in strands— a,th ataptd ttdmuy pbbitaum, s. Tresses are, to be hardld sorb particular tare daring bandtng and t-Arng- ddnv) and iaalllatim to noid damage Temporar)' and pamanm bracing for holding tnnses in a straight and p1umD pxitton and for ruining Lateral form shall be elmgnd road installed by alien. Caiefid handling is essemial and erection bracing is ahta)s required Normil preamiom ) ruction fa treecates mgwm arh tccaporaq bndng dining installation Oerarto truss to nnid toppling and domitning. The agrrs,ston cf ermlen oaf utrea s shoal ha order Ile morel of pains etpaimeed m the installation of truss Pmfmmml ad%= shall be sought oaf nc Conxmration deamarmioa hods greater than the design bads shall no be applied to mass at any time. No bads other than the nvght of the crams shall be oppled m teases unW after W faamng and bracing is TC: 2. 4 SP A2 BC: 2x 4 SP 92 WB: 2: 4 SP $3 GBL: 2x 4 SP N3 CUTTING ONLY •***• 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. 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). Truax must be marked to prevent UPSIDE DOWN erection. 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 loadcases have been considered in this design. Wind loads have been checked perpendicular to the face of the truss. In - Plant Quality Assurance with Cq= 1 MAI. REACTIONS PER BEARING LOCATION----- Z- Loc BSet Vert Horiz Uplift 2 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 UPLIFT CONNECTION PER SCHEDULE Toint 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, CLC, V= 125mph, B= 15.0 ft, I= 1.00, Exp.Cat. B, Kst= 1.0 Bld Type= encl L= 20.0 ft W= 10.4 ft Truss in END cone, TCDL= 4.2 paf, BCDL= 1.2 paf FORCES ( lb) - Max Compression/Ma: Tension TOP CHORD 10- 8-0 1 2 3 4 5 6 Oct 1.501, Stud @ 2- 0- 0 10- 8-0 t 12 11 10 9 8 7 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Laronda SysteMS ERECTING CONTRACTOR. BRACING WARNING: Bracing shoran on this drau,ng is rat erasion braangr rind braang. portal hoeing orstmlu erring u bich is a pan of the banding design cad h rem be beansiderd q the builatag dmgner. Bradng shorn is for lateral atppat of tress;rmembvs only in relhax drJling length Pro, taom must be made to anchor lateral bracing at cods and spunfied loauons ddefmrtd q the buildtag dmgnu. Addiltotml bratiog of the mer" arnann raz) be nspu d (See NB -91 of TPI) For specific trass braang naldrrmmm, comas building desigom(frua Plate Insttnnc TR as bold at 593 4005 MARONDA WAY DVncfrioDi%,. Mndrsoa Wiscanan 53719) Sanford, FL. 32771 Compommt Fsapneenng q- Tina lingi eriin Co.. P A., gl3 c,..ndw. Rd Fdmron. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OtOO50060 367 Medamon L Chufuotsr FL 32766 2- 9-10 Oct 1.501, C/ L: 10- 4- 8 2- 6-2 Over 3 Supports Scale = 0.4982 Eng Job: WO: COVK4 Dag: 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 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:Vll Qty:l DESIGN INFORMATION This design a for an indniatu,il building am bra ben based on inforicacnain presided by we client. The designer dsrhtms ay respam0ahry for datmges a a e ll of faulty or rrcnrtcs ainfonewn. W=f asian andlor design ftrroushtd to the tam dnigecar by the dam am the carnanm ne accuracy of this .efomation as n may relate to a speafe micia and an-Fra n responsrhibhy w esercises no control nigh regard to fab.ciai a handling, shipmcoi and instillation of tresses. Tbis trued has beta designed in an bdnidmd brmdrng in acceid, n,th ANSViPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Buildag Deugnes. When mieud for appal b) the building de:tPar. the design loadings moor arm be chafed to be sure thin the data smaa are in agnxaem im the local building coda. local dirruic records for aim or smrr loads, project sped0ation or Wemal applied loads_ unless mono urm has can pan designed for storage or ompaoe) ponds The design ammo aagrtasin chords (top in houom) are comirnronsly braoed by shathrag oohs otherwise spo ifrod Whore ban= chords in saws are c a Iblh braced Wrralq b)a ptoperly applied do tiling, the) should be braced at a mauamim spacing of 10'-0' o t. Connate r pled slmll be maimtaamed fr® 20 page M dipped gahaniad $led mining ASTM A 653. Grade 40. unpin otheruve shorn FABRICATION NOTES Prior to famicatror. the fabricator mall mien this charting to %mit thin t n darning a in sith the fabdatah plane and to realm a continuing retponrb bty liar srah ,trifica— Any discrepaones; .re to be pm in anung before cutting in fabrication Plain shll m be iom11e0 ma kmhola knots or diacrted grain Menders shall be m for tight filling nood to uoad hearing. Connector plates shall be based an bah fin of she rug with cads full)' inhedded and sbW be shin about the jam colts rab—im shwa A 50 plate is 5' aide x 4' king, A 64 plate is 6' wide x g' long. Sias (Mks) inn pandlel to the plate Im9h spmfad Doublean n ueb namrbm slat men at the etmroid of the nebs unless otbemie sbwn Canneaor plate din are mieimim siin based on the forty shown and any need to be Iactnad fne certain handbag anNnr QSI1nn seines. This meta is not to be bbrlaled Mlth fire martian realm lumber unless atboaiseshown For adNtioml information on Quality Control rdn to ANSVIPI 1.1995 PRECAUTIONARY NOTES All baring and erectin tecciamendmain are m be folbMed in a000rdanco sled accepted industry prmliutioDs Trun" a tie b be handled with particular arc during banNog and bumli.& ddnrry and raaahMn tto noddamage Temporary am porma,mi bracing for holding trusses in straight and plumb position and fin ms aing Went t force sball be designed and installed by rahva Careful handling is essential and eseuinn bracing is always required Nor®! pmmlowy aaron far trustless requires such tenaperaq bracing during mmlLwn bawecr u® m nand toppling and dominoing. The sqisin cf action of t shW be undo the omml of persms espaimvd in the inaallaioo of tams ProhaioiW ad,ico shall he an,rgW if aseded Coo®ratm of consuccucan lamb grata than the design Inds shall oa be applied to uresrs in any ume No leads other than the weighs of the scion shall be applied to truss until alter W fastening andbrsciag is TC: 2x 4 SP A2 BC: 2x 4 SP 02 WB: 2x 4 SP N3 GEL: 2x 4 SP 13 rra a CUTTING ONLY tafta MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Left End vertical designed for wind. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kst= 1.0 Bld Type= encl L= 20. 0 ft W= 7.2 ft Truss in END cone, TCDL= 4. 2 paf, BCDL= 1.2 paf 3-7-0 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 Cc- 1 MAE. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horix Uplift T Type 0- 0-12 1 0 0 0 B Pin 7- 1- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 2 7-2-0 3 4 6.00 2x4 2x4 2x4 oint Locatxca 1) 0— 0— 0 4) 7— 2— 0 7) 1— 2— 0 2) 1- 2- 0 5) 7- 2- 0 8) 0- 0- 0 r 3) 3- 2- 0 6) 3- 2- 0 Wind loads have been checked perpendicular to the face of the truas. FORCES (lb) - Max Compression/Max Tension TOP CHORD ON 1.501, Stud o I I ON 1.501, I 8 7 6 1 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maenads Systems BrwoSswnrnothisdmuingisnoimamb, n,ndbn& pwWbnri nsmombrad agnhxhisaia< the wilding design and Much mast be considered y the building designer. Bracing sha,r afar Were supportof truss memuas ocill to reduce bottling length. Pm,isiom ®m be made to aachm luwl bracing at ems and W cifrd loolion dnermiord b) the building designer Additional bracing of the mvW,aadme nob be inquired (Sec HI131-91 of TPI) For specs inner; bracing regmraam>, comma wilding dcsprer.(frns Rate lam^^• TPI is looted at 533 4005 MARONDA WAY D'Oaefrm Dme. Medan, Wisconsin 57719) Sanford, FL. 32771 Compnent F.nguiering q- Tess E—gieccrnn, Co. P A, 2l2 Sounddde PA FAen NC 27952 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE IWW50068 367 MedsMon FL LMtsotga, FL 22744 3-7- 0 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 = 0.4905 WO: COVK4 TI: V11 7/22/ 2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.32-60690 Design: Matrix Analysis Profile Path: C:\ TES-L.OKNWork\Joba\COVR4\COVINGTON IC 4\Vll.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V2 Qty:l DESIGN INFORMATION TC: 2z 4 SP #2 Analysis based on Simplified Analog Model. 7oint Locations This design a ra an iodnimol building eamtpax ad BC: 2z 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 4- 0- 0 has been based on infornamioo pm;aed b) the c;ens The WB: 2z 4 SP 63 continuously braced unless noted otherwise. 2) 4- 0- 0 4) 0- 0- 0dmgera,sdslm' onyrc>pormmhgford'm'y' no sell of icationsnorormatnaespier CUTTING ONLY +*++• User defined loadcases have been considered WndLod per ASCE 7-02, CLC, V- 125mph, desoh)omanmmlo<emsunuo;znedmtnetnmdevur,b.Neclreatbythec MULTIPLE LOADCASES -- This designgrit is the in this design. grit. H= 15.0 ft, i= 1.00, Ezp.Cat. 8, 1Cct= 1.0 and the mrmansa.mQacyofthus iefomastmnu composite result of multiple loadcases. In -Plant Quality Assurance with CT-- 1 Bld Type= encl L= 14.7 ft W= 4.0 ft Truss may relate, to.prafcproject aWoasWno Right End vertical designed for wind. ----MAX. REACTIONS PER BEARING LOCATION----- in END cone, TCDL- 4.2 prof, BCDL= 1.2 prof amh"aw°ro gorno'lnvhntgardtohtrctmon, hadhng ahiwoem and imlallatim of t— Wind loads have been checked perpendicular E-Loc BSet Vert Horic Uplift Y - ression/Max Tension Type FORCES (lb) MaxMaz Compression/Max Thu muss hn been designed a an ind-heal builanj to the face of the truss. 0- 0-12 1 0 0 0 B Pin TOP CHORD compooem in accordance pith ANSMI 1-1995 and 3-11- 4 1 0 0 0 B Pin NDS-97tobeincorporated npan ofthe bmkhnadesign PROVIDE UPLIFT CONNECTION PER SCHEDULE by a Bunting Designer. When nni td (o appro rd by the bmWing designer, the design leading sboun mum be d-dal to be sine that the dam &boom arc m agreement with the local buildu g codes, local d no crowds for nod or scow loads, pmjm spciBotion or spinal appfed Imds Unless shown trim hit not been dinged fin nonge or oat rlurM leads The design assume mmpresaon chords (top a bill®) aro oomronoal) braced by seaming unlea otherwise specs Where bottom chords in tension ane m fdh braced Intmll) b) groped) applied ngid ttn shodd be braced at maximum g ring of I0'40* o c. connectors plarn shall be mt®LYsurrd from IO grog boo dtpptd gahmmued sled 4-0-0 mcainASIM A 633. Grade 40. rmleaaohowimsbonnFABRICATIONNOTES12Prsmmfabnatrort the fahncr omica this shall mithis dr -S to sell) that torsdraarngain conformance nice 6.00 the fabricames plain and to nakr a onmmmng responsibilip for soh —fica ioo. AM discrepanmes art to be pal in oriung' ri cutung or fabrication Plates shall out be iasalled otv knotholes, knots or dutond Zx4 gain, Members Wall be cad fa ught filling noodmnoodhearing. connector plates shall be located on both hoot of the tam arch mils filly imheddcd and shall be yea abom the )oim uolm otbmiw shuaa. A 3x4 plate is d' aide x 4' long. A 6d phte is 6' aide s a' long. Slots (holes) ram parallel m the plate Imgh sp dread Double teen on neb members shall min at the cewoid of the webs uolm othemim soon. Common plan sirs are minimum sires based on the forces sh na ad nay reed to be 2-0-0 2-0-0 rased for anatn hadkng od/cr amity stress This truce a m to be Wriatd uuh fire raatdam trated lumber— ah—sesbona. ForaddnimW 3x4 iaformatim w Qvakty, Coorol refer to ANSMI 1.199) PRECAUTIONARY NOTES WT All bracingen and amuao rewcomdatm nm noe be 2x4 follmd moccordanartith oeeepted industryp bliauom Trucesrtmabehalalaitbpniaar I dung bonding adun bdling, dctnmy and 11,.l.^ m nod damag. Tempnrv) ad pamwembracingfor hddmg Nmoses in a Might and plumb pmtm and fo rmang Waal form shall be designed ad installed b) others careful hudkog is asemial and amlma bracing is afaa)a ,.q..d Normal lo—A r) maw for trusses require such Iempamr) bracing dunng n.,;,., heraaa ornmes m acid toppling ad donimng. The supmi— of aeaiao of timessball be ader the lamlal of pssoas exp[rlena0d rm the innaRuiw oftnases Profenaroad deice shall be oughi 0# 1.501, Stud @ 4-0- 0 0# 1.501r nfaeded Cw®ua, ou ofannrcrion lads greater than the design Inds shall not be applied to trusses at root) time No lamb other thun mon the ndgbl of the ershall be 4- 0-0 apphd omes totuntilafterallr—oll and tracing is- 4 3 EXCEPT ASSHOWNPLATES ARE MiTek MT20 Scale = 0.6461 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO RE GIVEN TO ERECTING Dwg: TI: V2 LMaronda Systems CONTRACTOR. BRACING WARNING: Br ngsbm°eamisdomin,aoutamionbmdng•,dbndm& alb mgaMds,b gubehisapan buihamg t so ad a bcb mars be comaead b) the hurling designer. Bra ing swan is fin Itumal s qvm of lam Ds :TLY C k: 2006 7 22toe members ono to `ducebuckling IagR Pmni rust be made to, lateral bracingaitads ad spmfid Lbr DF 1. 2 5 erm watiom dnsinod b) the bunWmg dmgoer. Addniwal baring of the tnenll suudu t: ma). beregmred (See HIB•91 . TC Live 16 . 0 ps f of TPI) Fm spedic miss brndng mgonnwents, anmm bidding de4i from Ptam Inmtum TPI is looted at 5u ea TC Dead 7.0 P a f Pl t DF : 1.25 4005 MARONDA WAYMOWmDmeao .Madn Wacomio377191 O.C. : 2- Q- 0 Sanford, FL. 32771 Co¢gwent Engimmnmgb)' Truss Eogioxrin Co, P.A., a1a Sarndside Rd, Edento>, NCI79I2BCLive10.0 prof 407) 321-OD64 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE0005006eBCDead2.0 psf Code: FLA 367 MedaMoe FL Chsrhsob, FL 32766 1 1 TOTAL 35.0 psf v4 . 7 . 32-60685 Design: Matra Analysis Profile Path: C:\TEE-LOX\Work\Jobe\COVK4\COVINGTON K 4\V2.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V7 Qty:l DESIGN INFORMATION TC: 2x 4 SP 62 Analysis based on Simplified Analog Model. oint Location- Thudesdpis0or.imniemlb.ilairill , and BC: 2x 4 SP 82 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 3- 9- 0 5) 0- 0- 0 ha; been bawd oninformation pt„idmqthe drool. The CUTTING ONLY ++•*+ continuously braced unless noted otherwise. 2) 1-10- 8 4) 3- 9- 0 a designer mdaun;. —po'm'ed'ryfor d'm, na MULTIPLE LOADCASES -- This design is the WndLod per ASCE 7-02, CiC, V= 125mph, Wind loads have been checked perpendicular mdt°dfsWryor aubedt Infmmmon `pmb)- F- ad/mdesignsfonishedmthetrimdmpnqthedimscomposite result of multiple loadcaaea. Gt> PExPH= 15.0 ft, I= 1.00, Cat. B, Kzt= 1.0 to the face of the trues. and the errmanesm-miry of this infmmam o,t Deter defined loadeases have been considered Bld Type= encl L= 66.0 ft W= 3.8 ft Trues In -Plant Quality Assurance with Cer 1 urz)mlatematpaiacprojmamaaspsm in this design. in END zone, TCDL= 4.2 psf, BCDL= 1.2 paf MAX. REACTIONS PER HEARING LOCATION----- rtspmabihity or amcim no control usth regard in FORCES (lb) - Max Compression/Max Tension I -Los BSet Vert Boriz Uplift Y Type line l= hand'ns`hrpmmr.mwwlmmnoftnmm TOP CHORD 0- 0-12 1 0 0 0 B Pin This mat has burn hvprd as an indnid I Golding mmpoomt to amo dance wuh ANSVIPI 1.1993 and 3- 8- 4 1 0 0 0 B Pin NDS-97tobemmrporiteduPon ofthe building deap PROVIDE UPLIFT CONNECTION PER SCHEDULE q a Bulldpng Desiper. Whin mimed for apprnsl by the building designer. the design babrip shown m-t be checked to be sue that the data sMait are to agtmnem wnh the load building Codalonl dL=K recotdt for d or scow to d.. Project rymfimuom or spcaal applid lands. Unlm shown titre hat oft been deigned for nonage or omtpsn7 Imds. The dmyn assumes a rni nevora chords (top or baram) are a nninuo dy hoed q shathing unlm otherwise spmfred. where broom chords in terrsim era Ma f dll bead Wmlh q Prawb' •PW ngid m1ui& ft) should be brand at a d®m spacing of I V41• o e Connector plata shall be 1-10- 8 1-10- 8 tramflaured Gas 20 pugs bot drpped ph —id rind Meeting ASIM A 653• Grdc 40• -aim otberwiw shnsn 1 2 3 FABRICATION NOTES 6.00 6. 00 Rim tofab=1iac the fabricator shall mica this dewing to sviljthat this drawing u in anfarun= with the fabricator's plain and m rcaha a mdrwing rapoostbrla) far such —14:otioo. Ail du tepmaa are to be Pin in tinting before hating in fabrication. Rams 4x6 shall out pmulkd dessigh knots a l be tar for ood t % pain hlmbas shag bean for tightfillingwendmwoodetbaring. Common plats shall beIocatd on bah fans of the suss with oarls folly imbedded and shall be s)m aim ttx joint tannin alcwsse -boon A h4 phut is F wide < 3x4 3x4 4-long. A 6%S plainu6- wide x g- long. Slats (bola) 0-1 1- 4 0-1 1- 4 ruo parallel to the ptate lengthipmGedDoLleCansoowebmembersshallconectthe omWid N We onhm ini ashentse -boon Connector pole size; arew.w•a,,„.,,. sire basil m the forcesshown and may mad to be macaxd for ovum handling and/or cream -rDQS This um u not to be 6brimed wild flue retardant treated lumber colas othonise shoo. For addstiaal mfamtioo on Q..Wy Control refer in ANSUIPI 1.1993 PRECAUTIONARY NOTES AR bracing and er0. LMn rCaommenda icuri are to befdbnd is acourd, with •mPd ralmry policamn& Tome are to be hand' d with particular Care during h ndmg and bundling. ddim) and m-allatim m neid damage Tempauy ad pesmmem 6navj for bolding trims ra a - night and phamb po6doo ad fro -is, uS laed fm.O shall be designed and im ailed q others. Careful handling is essemu l and erection bracing is alums rearmed. Normal ptemi ioriM action for utmo require ar-b ternpory' br=ng dtuiog nwall•,Iow beoeen trams to at. id toppling and Oil 1.50" Stud @ 4- 0- 0 ON 1.50" domim- The arpmisim of ermim of tiara shall he Under IhG mmld O(persom C< perienoed in the ne,llnioo of coma. Rofen a- 1 d%= shill be sarglu f d nerded Corpamrauon of con -maim loads grater than 3-9-0 the design Wuh shall not be applid to uussa to any time. No Imm other nhan the weight of the eeaors da be applied to utrssa until after all fa -wing and bracing is on-0.d 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BWICING WARNING: LMaronda Systems flitting shoos on thisdrawingatoerectionbrttpng, nand bracing, portal bracing or amilu bracing nhicb is a pan of the building drop and much ins- be considered bs the building dapper. Rnang shoom a for lateral suppon of tom mernbet on!) to rr I hrriing length. Protisians inns be made to ambm haml bracing or milt and specs batrom daamined by the holding daiger. Additional bracing of the osvall ancme ma) be required (Set Ffl&91 ros ivoo,an dlil9 conuct ragempa. frmPlate lem` 7P1 it 1°n'd-sg) 4005 MARONDA WAY MDWMadion,w Sanford, FL. 32771 Component Engimaing q: Trim Engionaing Co. P.A., gig Samdside Rd. Fdeo— NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4WW50060 367 MedaMon FL Lhutuoga, FL 22766 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 TOTAL 35.0 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 Design: Matrix Analysis Profile Path: C:\TEE-LOK\ Work\Jobs\COVK4\COVINGTON K 4\V/.prx I I Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:V8 Qty:l ' DESIGN INFORMATION This design u for an idhidual Mtildtn{ corWomin and has been bawd m infonmtion li mided b) the diem. Tbe designer dnx1anm9 an) mspoublily for damages as a msdt of fault' a dncortm informmoo, vocaiiesaiom omlor design funushed to the truss dmigrse by the draw and the conmota or mraq of tbos information as to my rdate in. spe dfie p,o)m and awps - mspmvbtlny or no control oitb regard to handling, shtpm-, and installation of truss This tam has btun dmgad as an tod-did bolding amWmmt in mmrd+ with ANSVIPI 1.1995 and NDS-97 to be inco,poratd as pass of the budding dmgn y a Btnlding Designer. Wbm mutnsd foe appmal by the bulldog desiggoeru . We dr9go md+rrga shown ermn bo decked to be: sure that the data shows are in ageemem urih the Intl bolding soda, local dimua: ,cards for uusd - srtou Inds project 9-flumn-- W-W Mated loads. unlm shoosamthas tons boom desigrtd for storage or omepsoM lords The design assurom comPre/ 3rm chords (tap or bosom) ass omdmrondy broad by sheuhins odes othmix spcifrd. Whue bottom chords in ttaoon an: not fWb Ivaco I laterally b) a props, y aM rigid whey. the) should be brand at ma_ u® spacing of I V-0' to c Connector plate shall be nmmrfcuud bom 20 page bot dipped gah=nd ssal moon, ASTM A 633, Cuade 40. oaths aba„ix shoos FABRICATION NOTES Prior to nb.:.ay the fabrL_ shall rnnw this draaurg to sent' that this drmmg is in conformists: urth the fabrics ors plain and to recut a continuing rapomeWiy for such stnlWmnes. Any d®epancia ore to be pm in onbng before tattling or fabriatioo. Water shall oa be i-11-1 murkm es, Lootsordevaned grain. Membes shall b: om for tight Ntmg uood to uaod bung. Connector pltto shall be loafed on bah form of the true -th mils fWy hobedded and shall be s)u. about the joint mien othemin sboun A 5x4 plme is 5' aide x 4' Wag, A 6s11 plane is 6' aide a S' Icing Slog (bola) ono PralleI to th phone length specified Double am - umb members shall ores at the mound of the web unless otbauim shoo. Cmamor plane sizes arse m.s,... sirs based m the formhumy and y nail to b ioansed f- certain handbng and/ or section suc9ck Thu truss ism to be Maimed osth Gee raardam own lumber -lea aaha.tx shoo. For additionaladdit mfornmtion on Quality Control mra to ANSVIPI 1-1995 PRECAUTIONARY NOTES All bracing and erection raccoon- daniom ore to b: linUmed in nor rd, Pith mcceptd industry p bleatiom Trusses ax m be hand uah pmtmlu ax during banding and bmd/ nng• ddnwy and irmallatm to avoid darn- e. Temporary and pamanmt bracing for bolding truss in a aright and plumb position and fin rmatnn, lateral term still be draped and installed by ahem Cudd handling is axmial and eeaWrt bracing is sluiDY required Normal precautionary assort for tames rNmms; such to mponp bracing during i-11-s- betuan tnmrs to nod toppling and do euooing. The siolimieschi of erection of trussm; shall be ado nk ®trd of pamm apaiemd in the U,.en am... of tmssrs pprofessionaladsim doll besought nwind Carscomtrmim of oarmrtauan low Puna than the dmgn Inds shdd not be applied to trn>zJ at any tim No Wads aha than the ought of the mecton shall be applied to time nail after W fastminis ad baang is TC: 2: 4 SP 82 BC: 2x 4 SP N2 WB: 2as 4 SP •3 rrrrr CUTTING ONLY rrrrr MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. User defined loadcases have been considered in this design. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CfC, V= 125mph, H= 15.0 ft, I= 1. 00, Exp.Cat. B, Kctea 1.0 Bld Type= encl L= 66.0 ft W= 7.8 ft Truss in END cone, TCDL= 4.2 paf, BCDL= 1.2 paf FORCES (lb) - Max Compression/Max Tension TOP CHORD oint 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 Cq= 1 MAE. REACTIONS PER HEARING IACATION----- i- Loc BSet Vert Boric 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 1 2 3 6.00 4x6 2x4 6.00 ON 1. 50" Stud @ 4- 0- 0 ON 1.50" 7-9-0 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems 4005 MARONDA WAY Sanford, FL- 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE $00050060 367 MedaOlon FL Chuhaotaa, FL 327GO AD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ECTING CONTRACTOR. BRACING WARNING: mg shun co this chiming is o- anion beating, niod bracing, portal bracing or similar basing ntieh u a post of building design and uhicb ® be considered b3 the building designer. Bracing sbonn is for 1-ra1 wpp-maftniss obrn arty m red: bucklinglahph PrmisWm muss be made W arch- lateral bracing at ads and specified Biota dgamsood by the building designer Additional bmdng of the mmll ssmnnre m2) be required (Sec HIB-91 71).For specilk trim boxing requirements. costae building daigmcr (1-rim Plate laconic. TM is Watd at 533 mofrio Drim Madison, Wisconsin 53719) opmo-t EogumarmP b)- Tess Enginwius Co. P. A., gig SmakiR4 Edmt-4 NC 27932 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 paf BC Live 10.0 psf BC Dead 2.0 psf 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 A -7 77_ Cn Go7 Desicn: Matrix Analysis Profile Path: C: K 4\v8. orx Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:V9 Qty:1 DESIGN INFORMATION This dmgn a for an indnithml huildm{ mo>pmeot and has been hued no information pmidd by the char. The designer disunion ay responsibihn for tumagns "a reeds N fide W inoarrm mnformitgek spmficariom ao&m designs IbmisMd to the trust destper b) the char and the omratnas or accuracy of tha minreauno as m may relate to spoa projm nn l accepts no respnoabrhn or eswso no control wnh t-Z d to dariorm. handling, shipment and Innatlam of IntisS This tent has been designed n an todhvlal balding component in.®doom with ANSVIPI 1-1993 and NDS-97 to be incorporated n pus of the buiWenj design by a Burklirg Design. Wbm mimed for appmsl by the btdldrag desigc, oadthedesignlngs shwtom abe checked tobe sure that the data spoon are in ag+oensel nub the local building tines. local rm dairenocards for id or mot loads. project spmfnarms W special applied Inds Unless shown tent has rats been designed W am pe or ommpanc) Inds. The design assume mmpresdo chords (top or boom) We Continuously broad by shorhrog unless orhe-in spmfrrd Where hot= chords in union are not fwy brava mtuall) by s property appled npd ailing. the) should be brad at a imam spourrg of 1014' o c. Coorseror pint shall be msnoltaurd form 20 gauge hot dppd ph—ecd sees moving ASfM A 653. Grade 40, unless olheruise shone FABRICATION NOTES Prim to faeneaumk the fabnater shall re, men, this d» uiag teseer that this droning a in aafamna ovh The nbrmoes plans and to meal= a continuing responsmbilrn for such —beat ion Ay arsuepantin ate to be par in %sting bolo= cutting or fabncarim Rates shall nor be umnikd mum knotholes. k nors or distortd gun Members shall be an for tiglu limning %cod to wood bar ng. Connector Water .hall be loco on nth fmcs of the utm - Lh mils fully tomsaded and sls,ll be star. about the )suns - Ness she niu shmmn A 50 plane u 5• %ide e 4-tong, A 6d plmc is 6' %Me s g• tong. Sloe (bola) con parallel to the plate Wngb specified Double = no web member & hall min at the awed of the ud s unless aberum shorn. Commor plate suns as mara— Liss baud on the forces Lhoun and any need to be 6nol6td for mlaln handbag and/or ermloa suesaes. Thu uuv is nor to W fabricated %tor fire reu+dam treated lumber notes aMur a Lhmso. For dditional aribre umam no Quality Control refer to ANSI/fPl 1.1995 PRECAUTIONARY NOTES All bmdng and ermion renorruntradrim aR to be folWned to wooraaas %ith accepted m b- p blioasima Trusses; ate to be hadkd aim panedar as during binding and bundling, ddner and installation to maid danuge Temporary and permanal taxing for bolding umossei in a uraighi and plumb position and for rasving lateral form hall be designed and iasalld b) others Camel handling a menial and ammo brucng is aM2)s re t urd Normal prramroar aauno for unaer reWm such tetnpormy bracing dmng mosr•a. i,.% berueen trusses to mold toppling and d uuur} The - isiao of 'Feel of tresses shall be alder IAe muscat of penom esyerieomd to the inaamino of utmn. RofnLonal odevc hall be sought J needed Con®umion erf eornanxiioo Wads pc= than the design loads shall not be amplyd to trusses al ter um No tads ether than the %aghl of the auras shall W applied to treats tend after .11 f a Fog and brazing is amplad TC: 2x 4 SP 02 Analysis based on Simplified Analog Model. BC: 2x 4 SP 42 All COMPRESSION Chords are assumed to be WE: 2x 4 SP B3 continuously braced unless noted otherwise. GBL: 2x 4 SP $3 User defined loadcases have been considered rr*r• CUTTING ONLY in this design. MULTIPLE LOADCASES -- This design is the In -Plant Quality Assurance with Cq= 1 composite result of multiple loadcases. ----MAR. REACTIONS PER BEARING LOCATION----- L. and R. End verticals designed for wind Z-Loc BSet Vert Boris Uplift Y Type Wind loads have been checked perpendicular 0- 0-12 1 0 0 0 B Pin to the face of the trues. 7-10- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-11- 8 11, 3- 11- 8 2 6. 00 6.00 4x6 Joint Locations 1) 1- 11- 0 3) 9-10- 0 5) 5-10- 8 2) 5- 10- 8 4) 9-10- 0 6) 1-11- 0 WndLod per ASCE 7-02, CiC, Ven 125mph, e= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 66.0 ft W= 1.9 ft Truss in END zone, TCDLen 4.2 psf, BCDL= 1.2 Pete FORCES (lb) - Max Compression/Max Toneion TOP CHORD 3 IN I• 1 se I I I• I 6 5 4 0-11- 0 ,, 7-11-0 t 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 WARNING: Dwg: Maronda Systems Lb-nno a W° ote °g.•1.°°°g.°b°g%WmhaapmDstof :TLY Chk: mebuddragdesign ad %htch min be considered the building design Bracing shots= a for lateral support of mass r m®bera onl) w rah h4hng lags` Pmwom mat be made w anchor lmerai brncreS at ems and specraed Live TC Li16.0psfd locations aereoi—Ibythebudldmgdemer. Addsuonal bracing of the auall structure me) be required (Sec HIB-91 orTP1).Fw speanc truss bracing reeparemaTs, moms binldung design.(rress Pore tamtmc, TPI is teotd at 533 TC Dead 7.0 psf 4005 MARONDA WAY DOnofnoDriLe. Madan. lineman 53719). Sanford, FL. 32771 Conponam pg%cerin q-Tnzs Engin..ingCo.. P.A, gig Sound PA Edatou, NC 27932 BC Live 10.0 psf 407) 321-OD64 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 90050068 BC Dead 2.0 psf 347 Medamon FL Ehufuofa, FL 32246 TOTAL 35.0 psf net.:,...• to—fi7a path. Ce\TEF.-LDE\Week\Jets\COVK4\COVINGTON K 4\v9.Drx 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 v4.7. 32-60688