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HomeMy WebLinkAbout143 Wheatfield Cir 06-2583 New SFH (2)PERMIT ADDRESS / CONTRACTOR i• • ZlAilri PROPERTY OWNER ,SAA4 F. ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER SUBDIVISION CAE 1 E y L..4KE S PERMIT # 062- ) S 9 DATE O -7I O to PERMIT DESCRIPTION PERMIT VALUATION 39 9O° SQUARE FOOTAGE CITY OF SAIN FORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 7/03/07 Parcel Number . . . . . 32.19.31.518-0000-0190 Property Address . . . 143 WHEATFIEL CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . PUD Owner . . . . . . . . . Contractor . . . . . . MARONDA HOMES INC OF FLA Application number Description of Work . Construction type . Occupancy type . . . Flood Zone . . . . . Approved . . . . . . 06-00002583 000 000 NEW SINGLE FAMILY HOME - DETACHED CONCRETE BLK WITH FRM EXT SINGLE FAMILY NONE I6 X"i. NOT= VOID UNLESS SIGNED BY BUILDING OFFICIAL 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. CITY OF l3ANFORD ZNBPECTION CARD PLEASE CALL 407-330-5659 TO REQUEST INSPECTIONS PERMIT # 0(D ' 25 3_ ADDRESS N , CONTRACTOR OWNER DESCRIPTION OF WORK BUILDING F UNDATION LINTEL SHEATHING DRY IN FRAME POOL FIREW L INS LATI SHINGL FENCEOTHE FINAL oil < ELECTRICAL TEMP POLE UNDERGROUND WALL ROUGH CEILING CHANGE OF SERVICE ALARM PREPOWER OTHEM POOL GROU D FINAL ME C CAL ROUGH IN GAS PIPING CEILING OTHER FINAL C Z/ PLUMBING U ERGROUND I SEC ND ROUGH/TUB SET EWER OTHER I FINAL FZRE DEP'r FZNALl3 FIRE ALARM I FIRE SPRINKLER HOOD FIRE SUPPRESSION IWKXS4 30 3ENDIUS In PUBLIC WORKS UTILITIES INSPECTION CARD SHALL BE DISPLAYED ON STREET SIDE OF -LOT. DO NOT REMOVE CARD UNTIL FINAL INSPECTION IS APPROVED SANITARY FACILITIES REQUIRED ON SITE WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR nAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDI1 G YOUR NOTICE OF COMMENCEMENT. NOTICE OF COMMENCEMENT REQUIRED: k YES NO BUILDING OFFICIAL ,tl1l DATE ISSUED 3'24't77 Naronda Systems MARONDA SYSTEMS Date: To: 4005 Maronda Way May 18, 2007 Building Department From: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida # 50158 Subject: 143 Wheatfield Cr San ford, FL 32771 OFFICE 407) 321.0064 Fax (407) 321.3913 PLANS REVIEWED CITy :) Z FORD Lot 19-3, ORN-6CL 6CL01903B, COVK4 - RIGHT Issue: Truss ID: V 1 l (aka V61) has the top chord notched in order to bypass the GRDH (MHGRD-lply aka 0). Please provide a repair. Photos were requested and provided on May 18.2007. Discussion: The design intent was to install truss V-1 l in the "upside -sown position" rest on the roof sheathing and directly over jack truss J213. Future truss V-1 l (aka V61) design will be changed to accommodate the aformentioned design intent. However this repair will remedy present over -sized truss that has been "notched" at joints 1 & 2 (correctly stated the notch is between Joints 3 & 4). This incorrectly sized truss V-11 is prevented from being set directly over jack truss J2B as shown on detail "Isometric at Porch Entry" on sheet SD2K. -Telephone clarification following a second field inspection revealed that truss V-1 1 was nailed to the side of J213 through 7/16" OSB sheathing. The bottom chord 3-4 was completely cut through. The bottom chord of J-1 Iis nailed to the top chord of jack truss J213. The other end of the truss beyond the cut for HGRD 1 ply is supporting the roof sheathing with 2" x 4" x 2' scab added. BERQ y cENsF 0153 OTArE OF Pg. 1 of 2 ` ,'`cF t+'" OFFICE Aolaronda Systems a A(ARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Far (407) 321.3913 To: Building Department From: Maronda Systems Elmer W. Bergman PLANS REVIEWEDProfessionalEngineer1 State of Florida # 50158 CITY OF SANFORD Subject: 143 Wheatfield Cir Lot-l9-3, ORN-6CL 6CLO1903B, COVK4 — RIGHT Repair: The above described modifications are acceptable when the B.C. 4-3-2-1 of truss V-1 l' is nailed through the OSB into the top chord of J213 with 16d nails at 12" on center. On the opposite side of the MHGRD Iply toward truss HS7 a 2" x 4" x 23"+ has been toe nailed into the top chords of MHGRD Iply and HS7 is nailed into the "free end" of the B.C. 3-4 of truss V-1 l with l2d nails at 6" on center. A copy of the Isometric at Entry Porch detail on the sheet SDKK is provide for clarity. If you. have any questions, please feel free to call 407-321-0064. Sincerely, Ehner W. Bergman, P.E. , Date: 05/18%07 EWB/an q STATE ON, 4? OR` tw •Or woNoa %' Pg2of2 Permit tl a5 1\— Job Address: CL Wr 1 Q Description of Work: Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION Date: S 1 ' 161 R r 11 /1 T Total Square Footage Value of Work: S Permit Type: Building Electrical —K— 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 Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name ddress: S Contractor Wme & Addre Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Address: Contact Person: Phone: State License Number: Phone: Fax: hone: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that ay be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management disc cis, 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 a , FS 713. 161! 51ILASignature of Owner/Agent Date Signature of Co trac r/Agent ate 1 L Print Owner/Agent's Name s Name A Signature of Notary -State of Florida Date Si?huw o$Notary-State of Florid NO'jpRy P_STATE OF FLORIDA K. Lindsay*Kenyaommission # DD541618 xpes: APR, 18,2010Owncr/Agentis _ Personally Known to Me or Contractor/Agent is Personally ptbAtlantic Botttilttg CA., It1C. Produced ID - _ Produced ID APPROVALS: ZONING: UTIL: FD: ENG: BLDG Special Conditions: Rev 03/2006 Mk 2017/n9-.`/2'1A N 12 :9 Fed f F. 0l'i3 arondaI S--Ystems MAXOM M SYSTEMS To: 4W5 Marvnda Way Building Department From: Maronda Systorrs Elmer W. Bergman Professional Engineer State of Florida 4 50158 Sanford, FL 82771 (407) 321-O 61 Far (dM) 321.3913 Subject: 143 Wheatfield Cir Lot 19-3, ORN-6CL 6CL01903B, COVK4 — RIGHT Repair: The above described modifications are acceptable when the B.C. 4-3-2-1 of truss V-I V is nailed through the OSB into the top chord of J2B with 16d nails at 12" on center. On the opposite side of the Nff4GRD 1ply toward truss HS7 a 2"'x 4" x 23"+ has been toe nailed into the top chords of M14GRI) 1ply and HS7 is nailed into the "free end" of the B.C. 3-4 of truss V=l 1 with 12d nails at 6" on center. A copy of the Isometric at Entry Porch detail on the sheet SDKK is provide for clarity. If you have any questions, please feel free to ca11407-321-0064. Sincerely, wlez IW100 Elmer W. Bergman, P.E. Tate: 05/18/07 EAVB/ an Pg 2 of 2 too. 501W STAY> t fat 0* fo! 111111 111111111111111 Ot1111111Ulli1illf111u111111111li1111111111 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06568 Pg 12781 Opg! CLERK'S # 2007013467 RECORDED 01/26/2007 11:37:35 AM P1 RECORDING FEES 10.00 `F\v CDORSE RECORDED BY H DeVore t'C F O' NOTICE OF COMMENCEME '' SEMI a pl0 STATE OF FLORIDA TAX FOLIO NO. 25-133-6949 PERMIT NO. 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 19 143 Wheatfield Circle • Subdivision: Celery Lakes Ph. I General Description of Improvement Construct a Single Family Residence OWNER INFORMATION 0 Name and Address Maronda Homes 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 0 0 7t4^ Interest in Property (Fee Simple, Partnership, etc.) Owner U. - 4 M NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) O W J U c z CONTRACTOR Maronda Homes 955 Keller Road Suite 1500 Altamonte Springs, FL 32714 i C a ( Name and address) n SURETY (Bonding Company) W ox Name and Address N/A a .4 Amount of Bond W f o a LENDER Name and address Bank of America NA 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN• DAN FINNEGAN Phone (407)646-6304 Fax (407) 644-2388 nW a Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title 200 W. 18` 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 . in The expiration date is 1 year from the date of recording unless i ere t d is s ec' ) DOMINICK DONATO Maronda Homes, Inc. of Florida Vice President Sworn to and subscribed before me this 241h day of January, 2007. Notary Public O1 PY Pu¢% ERICA HEWETT MY COMMISSION I DO 461985 EXPIRES: August 14, 2009 rFOF FOO Bonded Thru Budget Notary Services CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 19 Subdivision: Celery Lakes PhAA Property Address: 143 Wheatfield Circle x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 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). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 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. E 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 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: January 24, 2007 SIGNATURE: By 0 or Authorized Agent) Legend of Symbols and Abbreviations: Boundary Line Big. Bearing Ceniertino Calc. Calculated Right-of-way Line C.B Concrete Block Overhead Utility Line Ch. Chord Easement Line Conc.: Concrete A Central Angle Const.: Construction ARC Arc Length cis Concrete Slab Blk. Block Elev. Elevation Boundary Sury s" O.vn/,acs Es"it fir.M NY a i UU 20 9 u C o•G v, . S REVIEwE OF SA 4FOR'D Zu c e y i, s N EZuE v c 5U a" o: - u ooA Q$ pF-G o X= a a ugg L.E•v 5 o'vr1A.17-e 6.osB.etr6.uT X r.Ms L3-2Il4; REROD: Steel Reinforcing Rod Field : Field Measured P.C.P. : Permanent Control Point P.T. : Point of Tangency Fnd. Found P.I. Point of Intersection R Radius Gov't.: Government P.L.S. Professional lard Surveyor R.L.S.: Registered Land Surveyor L.B. : Lbensed Business P.O.B. : Point of Beginning Wily Right-ol-way O.R. : 011idal Records P.O.C. Point of Commencement Sec. : Section PAO.: Pavement P.R.C. : Point of Reverse Curve S/T : Septic TV* P.C. : Point of Curve P.R.M. : Permantenl Reference Monument T.B.M.: Temporary Bergh Mark P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ : With Llamas K INN 57) t moo. se'Qe,¢aw60.00' nr.w.rsa Mil FoorlrR PROP© Se COViA.G"A) K i F. `or 2/. 96 5 GAD' Z/' 4 f" OFFICEI I J-i s.a o0- . ! R 3re'.F tpo L/ESC2/PT/O/V Lo7 /9 C LE.es LAs«s .y Ss— 44 ; Suea visi w , corn as To %v i 98 ,4N0 99 ; Pvfrcic ,QEco,PLtS Of SEM/OL6 Cov uTY, 112-o eiofl. CERTIFIED TO- I hereby certify that this map depicts a survey performed under my supervi- sion. and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17.6, Florida Administrative Code, pursuant to Section 472.027. Florida Statutes. SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL Stantdy E. Smith 386) 734.7047 (386) 789.2855 Flon islered Land Surveyor DRAWN BY: S76, 5+,9/Thv REVISIONS: Certificatu Number 3736 CREW CHIEF: k-M NOT VALID UNLESS SEAL IS EMBOSSED SCALE: _ ZO Note: No instruments of record reflecting easements, limitations, owner - DATE: ships, reservations, restrictions and/or right-of-ways, it any, have been pro- f Nv.4 eS 17, ZOO,p vided to this surveyor, except as shown. No underground installations or WO fi utilities have been located, except as shown. Il FORM 60OA-2004R EnergyGauge® 4.5 FLORIDA ENE NCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: COVINGTON Address: 16\$ City, State: SQYN% .\ , FL_ Owner: ELECTRIC Climate Zone: Central 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned Floor area (ft2) 2023 ft2 _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 168.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 168.0 112 _ 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, 1 180.0112 _ b. Frame, Steel, Adjacent R=11.0, 278.0 ft2 _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2158.0 112 b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 200.0 ft b. N/A Builder: Maronda Homes Inc. of Florida Permitting Office: City of.s",F0{d Permit Number: Jurisdiction Number: 12. Cooling systems P ANS* REVIEWED Cap: 42.5 kBtu/hr _ SEER:13.00 tM OF SANFORD 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) 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 t ida En Code. PREPARED BY: DATE: AV I hereby certify that this building, as d com e with the Florida Energy Code. OWNER/AGENT: DATE: --L 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: qHE STq 4VO l§, D WE 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) O 7 2006DEC 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),Int(AH),R6.0(INS) 1 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@/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 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 EnergyGaugeT"" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9840.0 50.0 0.90 4 1.00 2514.67 1.00 10058.7 As -Built Total: 10058.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 12373 3703 9840 25917 10896 4067 10059 25022 PASS 04 qHE STq O. n 4ir 4 C0 1) We i EnergyGauge"" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, I 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 Seperate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge^" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.7 The higher the score, the more efficient the home. ELECTRIC.... I. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2023 ft' _ c. N/A 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor. Description Area 13. Heating systems or Single or Double DEFAULT) 7a(Sngle Default) 168.0 ft' _ a. Electric Heat Pump b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 168.0 ft2 _ b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.1, 1180.0 ft= _ b. Frame, Steel, Adjacent R=1 1.0, 278.0 ft' _ b. N/A c. N/A d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 2158.0 ft= _ 15. HVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 200.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspect' n. Otherwise, a ne EPL Display Card will be completed based on installed Code c ea S. Builder Signature: Date: Address of Mew Home: oP' City/FL Zip: Cap: 42.5 kBtu/hr _ SEER: 13.00 Cap: 42.5 kBtu/hr _ HSPF: 7.90 Cap: 50.0 gallons _ EF: 0.90 NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US 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. I Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. KnergyGauge® (Version: FLRCSv4.5) PT, _ Job: COVINGTON Project Summary OFFICE Date: ORLANDO wright soft" Entire House By: G.CARMACK 4005 MARONDA WAY SANFORD, FL 32771 Project• • For: COVORL N ORLANDODO, PLANS REVIEWED Notes: CITY OF SANFORD Design Information Weather: Orlando, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Structure 26741 Btuh Ducts 8072 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh PipingBtuh Equipment load 34813 Btuh Infiltration Method Simplified Construction quality Average Fireplaces Heatingg Coolingg Area (ftz) 2023 2023 Volume (ft') 16184 16184 Air changes/hour 0.32 0.16 Equiv. AVF (cfm) 86 43 Heating Equipment Summary Make TEMPSTAR Trade HEAT PUMP Model N21-1342AKA 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 1460 cfm 0.042 cfm/Btuh 0.60 in H2O Summer Design Conditions Outside db Inside db 93 75 F Design TD 18 M OF Daily range Relative humidity 50Moisturedifference grAb 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 N21-1342AKA Coil FEM2X4200 Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio Sold/Italk values have been manuaW ovenldden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 13 SEER 32725 Btuh 9775 Btuh 42500 Btuh 1460 cfm 0.045 cfm/Btuh 0.60 in H2O 0.89 t wngl->ttsoft Right-SulteResidential6.0.90RSR21115 2007-Mar-1020:53:53 Page 1 ACCK C:\Program FileslWrightsoft HVACIMenual J Caws 200610RLANDOICOVINGTON 13.rrp Celc - MJfi Orient wrightsoft Building Analysis Entire House 4005 MARONDA WAY SANFORD, FL 32771 Pro*ect Information For. COVINGTON ORLANDO, Job: COVINGTON Date: ORLANDO By: G.CARMACK Design Conditions Location: Indoor: Indoor temperature (°F) Heating 70 Cooling 75 Orlando, FL, US Elevation: 105 ft Design TD (°F) Relative humidity (°r6) 30 50 Latitude: 28ON Outdoor: Heating Cooling Moisture difference (gr/lb) 5.7 43.6 Dry bulb CF) 38 Daily range °F - 93 17 (M) 76 Infiltration: Method Construction Simplified Average Wet bulbg(*- Wind speed (mph) 15.0 7.5 quality Fireplaces 0 Heating Component Btuh/ft2 Btuh of load Walls 3.8 5743 16.5 Glazing 40.6 5202 14.9 Doors 12.5 474 1.4 Ceilings 1.6 3257 9.4 Floors 9.3 9039 26.0 Infiltration 1.8 3027 8.7 Ducts 8072 23.2 Pipinp 0 0 0.0 0.0Humidification 0 0.0Ventilation Adl'ustments Total 1 0 1 34813 100.0 Coolin Component Btuh/ft2 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 Infiltration 0.0 0.5 0 0.0 Ducts 11851 32.2 Ventilation 0 0.0 Internal gains 1660 5.1 Blower 0 0.0 Adjustments Total 0 32659 100.0 Overall U-value = 0.157 Btuh/ft2--°F Data entries checked. C.iw. Boldlitalie values have been manually overridden 3 53 wnght+tsoft Right -Suite Residential 6.0.90 RSR21115 20014ar-1020. 5 I& CAProgram Files%Wriightsolt HVAMManual J CoU 200610RLAND OICOVINGTON 13 rrp Calc - MJ6 Orient Page t FFI ECMarondaSystems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB #I LOT ADDRESS DIV/SUB MODEL 143 6CLO1903 19-3 WHEATFIELD ORO.6CL COVK4 RIGHT CIR COVINGTON K 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Revie ed Truss ID Run Date Drawing Revi 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.Opsf 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 cD VRN pRD HS2A 07/22/06 V7 07/22/06 HS3 07/22/06 V8 07/22/06 HS3A 07/22/06 V9 07/22/06 HS4 07/22/06 HS4A 07/22/06 HS5 07/22/06 HS5A 07/22/06 HS6 07/22/06 HS6A 07/22/06 HS7 07/22/06 UT HSGRDI 07/22/06 J 07/22/06 11 07/22/06 J2 07/22/06 JGRD1 07/22/06 JS1 07/22/06 JS2 07/22/06 JS3 07/22/06 JS4 07/22/06 JS5 07/22/06 INV # DESC QNTY DAT /:JAN 2 4 2007 JSGRD1 07/22/06 18331 THD26 18330 THD28-2 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 2 SEAT PLATES 124 AM fA JAN 2 4 2007 This safety :alert symbol; is used ,to attract your attention! PERSONAL SAFETY IS INVOLVED! •When you -see -this symbol -BECOME ALERT -" HEED'ITS MESSAGE. • .. ' '•,' CAUTION:,,•A'CAU.TION:identifies .safe operating practices or Indicates unsafe'.cot ditions tFiat could result in personal injury.or damage"to`striidtures.. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES© It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend.these recommendations to be interpreted as superiortothe projectArchitect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based -up nthe collective experience of leading technical CAUTION: The builder;156ilding contractorjicensed' contractor;-erector_'o'r` rector -_Is ad-.•• v_ised.to,obta in":and.reacJ'.tlie,entire booklet"•Com mentary: and•Reco•mmendations'•for:,Handling,-.ln=:: sta!ling:&%Bracing Metal•Plate>Connected :Wood russes; HIB=91":from.the Truss Plate:Institute: a , DANGER: -A DANGER designates a condition where failureto follow instructions or heed warn- ing will most likely result in 'serious -.personal injury or death or damage to structures:. ` WARNING: •A WARNING describes a condition. wherefailuretofollow instructions could result in'. severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onotrio 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 for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright 0 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 lum6er.''All.connections should be made _with minimum, of 2=16d'riails.:'All v' ft.trusses-assumed Z on=center:or:less:All:iiulti-plyfrusses:shoulcl.be connected together.:ln.accor- dance with design.drawing's prior to.installation'.: TRUSS'STORAGE I' s CAUTION:' Trusses'- should. not, Ajkbe unloaded on rough.terrain oe uneven'. surf aces -which could c.ause'.damage•to the:fruss. Trusses stored horizontally should be sup - ported on blocking to prevent excessive lateral bending and.lessen moisture gain. a; '`7t•il'•G`.6'•+a``fib•-••,ti7'l rk.,•,ti."{;': .+.' 'r ,'. •;+•y. ;'': WARNING: -Do!not1break:'tiand!ng::tll iristalla- r ty}, tion'begiiis or.=Jift'bijndied,trusse's`tiy'tFie fiends.: S (.: • n-:.1' k: l.`q,;1.. 1ti'f"4i:.: • i.i,'i^'J,' -1 j ',9:5 ' :'l. .. ,j.y. • b;-'•:..lt o" ••, ; !.' 1' :,1.1. _.1,,A .•mot__!..'•, . .•r i,-. _'f 1 T.' ;- Y o anib ged4russes: Wi4RNING'Do:n t.use.d 9 Trusses stored vertically should be braced to prevent toppling or tipping. 4 r- ,DANGER: Do not;store,,bundles.0 i •ht-unless efl .braced. •:',tP .9-xi; r ,DANGER:M6Ik ng:on :trusses which>are lying flatis ektremely;dangerous an6 sFiould be strictly;; tt `. fi., r1proliltiited: ::' ;, :.:r<•r., ' r. Frame 1 a WARNING:'. Do not attach cables,' chains; or ':WARNING: Do not lift slngletrusseswith spans - hooks* to,the..Web members..' greater'than 30' by the• peak; MECHANICAL• 60° INSTALLATION'610' ress orless\ Tagr1/2 ip. roximately Approximately Tag Liness length '/:truss length Line Truss spans less than 30'. Lining devices should be connected Strongback/ Spreader Bar to the truss top chord with a closed- loop attachment utilizing materials SpreaderBar I to - In — Toe In such as slings, chains, cables, nylonsuch strapping, etc. of sufficient strength to carry the weight o1 the truss. I Approximatelv I Approximatelytoptrussten th r . Yi to /. truss length Less than or equal to 60' Tag Greater than 60' Line Tag Line Strongback/ Spreader Bar • SpreaderBar 10' 10" Toe In Toe In At or above mid -height \ ' Approximately Approximately 213 to'/, truss length to i i truss len th Tag Tag Less than or equal to 60' Line Line Greater than 60' I"CAUTION:>Temporary-:bracing+shown:.in'.this;sumrna sheen,iscadeguatefo sthe'lnstallatlon'of`' ' t ,,,trusses %with .'sirriilar',configurations:. Consult ,'a. registered ,,professional..engineer If: a.='iliffererit 1 , .• •h,y- : :.rjJ`+.5't y'; o-,r ± .'a,•, - o .. •:. , i, .'f..'... bracing':arrangement,"is rdesired.,,The'.:engineer 'rhayY design:bracing,inraccortiance .wltFi TPI's '+ Recommeniied:Design :Specification • for.Tempo ary Bracing of iMetal.Plate t onnected i' od' russes;.DSB=89,,and iri'some'cases determine.that a.wide spacing-is'pos`sible..•'' I.J. GROUND BRACING:BUILDING INTERIOR GR`OUND,bNACING: BUILDING EXTERIOR] t--_._•_• '\ GBp,>-.,To Chord? Typical vertical End Wall attachment Plan \ 1` :' `'= L_•.. .'' • LOT { 1 Glo Ground brace ivertical GB '—f• i' Ground Brace + V) cTo Chord -mac GBV •• r_., l: -•.c •:. •, . I Verticab GB ) `J Ground brace GBdiagonals 1°-trues of bnefd ,\ \t / `\ I I g ( D) I .•.: I/' II /•' •.R group_of trueseei. nd brace (EB)•i; i All t Ground brace Ground brace . lateral (LOG) diaponsls'(GBp) A•. I / Note: 2^d floor ayetem shall have r.,' ` ` odequi{e enpseHy to -support ground lot floor i Ya'•CAt Ground brace vertical (GBV) Backup /J ground slake ' Driven :"• Around stokes L•r brace Y1°t trues o1 bra loteral (LOG) -:-...group of trusee End brace (ES) f"// "Strut `- • + i . 1 Typi.1 horizontal tie member with multiple stakes (HT) - Frame .2 at 12 4 or greater lop chords that are laterally braced ca n buck I I o9el her and cm u me collapse if the Fe is no diago- nalnalbracing Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. SPAN MINIMUM PITCH. TOP CHORD LATERAL' BRACE - ' SPACINIG(LBS)` TOPCHORD DIAGONAL BRACE SPACING (DBS) ht' tr sties] SP/DF SPFjHF Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48'- 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HIF - Hem -Fir- SPF='Spruce;Pine-Fir Continuous Top Chord All lateral braces Lateral Brace ---- lapped at least 2 Required trusses. 10' or Greater X" Attachment Re quired PlTd'HE'D-'.TRUSS 4ARNING:Tal uri ib.folioW.ih6'(",'recommend;iiiofi's:'-.66u(d'resultlii evere ige.4o'tru6tes -or: ,vbrsonal1nlurvf6i.,6hhi SPAN PITCH r DIFFERENCE TOP CHORD LATERAL BRACE SP4CING(LBS) TOP CHORD.-.%'.-, DIAGONAL.BRACE SPACING (DBS) 41i 't r us` se s SP DF SPF/Hl` Up to 28' 2.5 1 7' 17 12 Over 28' - 42' 3.0 1 6' 9 6 Over 42' - 60' 3.0 1 5' 5 3 Over 60' See a registered professional engineer 12 5 IV DF -Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF -• Spruce -Pine -Fir Continuous Top Chord 1, Lateral Brace All lateral braces Required lapped at least 2 trusses.... 10' or Greater Attachment Required 214 12' Top chords that are laterally braced can buckle together and cause collapse if there is no diago not bracing. Diagonal bracing should be nailod t;-, ..... to the underside of the top chord when purlenz are attached to the topside or the top chord. SCISSORS TRUSS Frame'3 12 4 or•grealer SPAN S MINIMUM: PITCH' BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) Irusses) Up to 32' 1 4/12 1 15, 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 1 15' 6 4 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir I lateral braces lapped at least 2 trusses. 06 Y. ;Hi .:., .': fA-s,.4• 4!'Kiri{ ,i;{i i,+Y` F•, .sii 1.:. f . Bottom chord diagonal bracing repeated of the building and at sameateach.end tt!:r r,•.',:-!`,i:{.aS.:yy`s ry••i'Y't. ' t spacing as top.cfiord diagonal bracing. '' _ % ` ''. BOTTOM _CHORD PLANE i:' .L' '.\r'S• ,i :.,.:;• J.h•} ,c: _ - .. ,t'-Fn.=. •1,'.j:'.,C.: •'.-al. I. ••r a,. _ 17..[a a '•• :''+Sk„f? ,..• - ;t .-i _f :'x:,_t•it:''; . r,c.? :: ' ^-:r'•z:..,_', ti• •til:.t+,P•'y,•.! ` =}:`:i WARNING:?Eailure-,td16low,these,recommendations• 'ouid,te'sult:ins•• ; 's- ••' '' ;''--- 4 c1fF!'i• j.:?; t 6 •l E+ .,. ,.t +••• r:.+ a1:;:Y.q . ++;t : r + {` M{ E• ;; :severe; personal; injury:orzdamage`to trusses or..b'uildings:?s';;`',.. ti}; :'f'.YIi`'L' .'.h•;frh:! {li`rSi ::(; •. ab V:: `?t7a ': N',,':," ;!j>•.- ,•nl'.._r::•l+t•y®',••x:t.. 7t'.i r • c a V• . ,'-7') 7 . Cross bracing repeated o .. F.j., , / at each end of the F 4 / building arid at 20' A kiatrj•+t a Intervals. Permanent ss o.,?, / M continuous lateral bracing : 7 by• the t t truss engineering. WEB MEMBER PLANE •. _ L' " ` F•rame"4 SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOPCHORD DIAGONAL BRACE SPACING, (DBs) trusses SP/DF SPF/HF Up to 32' 30'• 8' 16 10 Over 32- 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 2x4/2x6 PARALLEL CHORD TRUSS 20'(D for es) SPF/H@ 2 diagonal brace i'-i4 .. ; for cantilevered End diagonals are essential for''• trusses must be stability and must be duplicated.ori placed on vertical both ends of the truss system. webs in line with the support. 30' or greater s-:` -; ; ;: cr' , ` .1NARNING ::Failure'to;foll"ihese'recommendatidn 't" 'ld tesult in' personaA. i? : k s,1, r,+.;'. . l•Y,j4 Ui-t 4 '.3'wF,`.: i.",: •r :'.Yi..: ti+,3;;` - - '.a . - .. severe; l iri'u/ 'or.°lama e,to'trusses or`buildin s. .JIM 4x2 PARALLEL CHORD TRUSS:TOP CHORD' Top chords that are laterally braced can buckle together and cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the lop chord when purlins are attached to the topside of the top chord. 75.T s QsOes1 @20 c. All laie7al`.` braces.lapped. s' - •:>tat lea ;tw End dia9 is agre `essential stability and must be duplicate 'on both ends of the truss system. ~i !' .''''r"• ' Frame .5 Continuous Top Chord Lateral Brace Required I 10' or Greater I ' Attachment Required — 31A' Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. C SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACIIJG(LBS) TOPCHORD DIAGONAL BRACE SPACING (DBS) J trusses) SP/DF I SPF HF Up to 24' 1 3/12 8' 17 12 Over 24' - 42' 1 3/12 7' 10 6 Over 42' - 54' 1 3/12 6' 6 Over 54' See a registered professional engineer OF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle together and cause collapse it there is no diago. nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purhns are attached to the topside of the top chord. MONO TRUSS PLUMB I 1 I Truss I Depth f D(in) 12 13 or greater i 1<b, ' WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Lesser of D/50 or 2" All lateral braces lapped at least 2 trusses. 1 /4" 1 INSTALLATION TOLERANCES BOW Length L(in) 1 TLesser of U200 or 2" D(in) 12" Maximum L Plumb Misplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. I T L(in) L(in) U200 L(h) 50" 1 4" 4.2' 100" 1 2" 8.3' 150" 3/4" 12.5' L(in) Lesser of L/200 or 2" L(In) L/200 L(fl) 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 WARNING: Do not cut trusses. construction loads of any descrlptlon be placed on unbraced trusses. Frame 6 L(in) Lesser of L/200 or 2" L(In) L/200 L(fl) 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 WARNING: Do not cut trusses. construction loads of any descrlptlon be placed on unbraced trusses. Frame 6 OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any descrlptlon be placed on unbraced trusses. Frame 6 Maronda Systems MARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Fax (407) 321.3913 Date: November 1, 2006 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley trusses labeled V-1 through 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. Sincerely, Tomas Ponce, P.E. Date: 11 / 1 / 0,6 Job: MARONDA SYSTEMS Customer: WOIVALLEY SET T I : V'; - Qty:I DESIGN INFORMATION This design is fa an indi•id.al b.ildm& component tad has been based on imlervtadoo provided by the dime The daigsa dieldvre any reapomnlilily h dauages u a it of fully ar incorrect information. spaifieado°s and/or design furnished to dre "m design. by the client and the correctness or areccacy orthis informnas; it may misle m a specific d polectaaccepuoo responsibility or aecisa ns cowl with repoel to fabrication. hvxI14 shipmens and inmallnioo of oases. This bun has been dapped .s m iadMdu.l building component in accordance with ANSVTPI 1•Iff5 and NDxS•97 to be Incorporated a pan of the bedding design by . 1110diry Designer (registered architect or pbfessimul co& cv} Wbell reviewed fro approval by the building designer. the ddp loadings down mom be checked to be sure that the data shown are in .guameal with the local building odes, local climatic records fro id p mow bads. pojeci specifications or special applied bads Unless shown, buss his not been designed aMS, or W.pa.cy bads. The design assume eampessipa chords ( top or boom) are cmatimoely braved by sh,, hiog .elm olherwise spaified Where boom chords in trmioo ere not fully braced laterally by . properly applied rigid c,ilic& they should be braced ... mazimw spacing of Ie-0' o c ConnecterpinessbW be co—factoram ed Qom x0 page hotdippedgal.sd aal m.cting ASTM A 6d3. Grade 44 salen otherwise shown. FABRICATION NOTES Prior b fubricnioo. the febricatm shall review this drawing tp •airy Nat Ibis dewing is io cooformaoc. with the f.briamrs plain and on realise . continuing responsibility fro nab •cailkmim. Any discrepancies sse to be pat in writing before cold.& or lbbrimioo. Pin. shall rot be instsBd am kootholes. toots or dhwd Min. Member shall k M for tight Atting wood an wood bearing. Connector plate shell be looted on both bees of the trust with tits wry imbedded and shall be sym about the joint adm otherwise elan . A gad pine is 6' wide . 4' long. A 6sa plate is 6' wide a 1' Ion&. Slou (bola) m° panllcl to the pinc langh specified Double c•u on web member shall men n the cmwid of the web. aden otherwise shown Connector plate sica sre minimum din based a the forte mow. ad may need as be increased fro amain handling adfor acctiop sumo. TNs wss is rot to be Obricatd with fire rcraadant created lumber calm othawiu .bowo Fer sddilicead 10—stun on Quality Control refer in ANSVTPI I.I997 PRECAUTIONARY NOTES All bracing said erection recommedatioa are m be Ibliewd in accmxe dswith'Hadlm&• Lowing and Snebtf. HIB•91. Tmssa ere m be handled with p.nic.tu arc during badmg ad bundling, ddissy tad installation to avoid damage. Temporary and pe manor bracing fa holding tmsw in . straight and plumb podnb. and fr resisting I.tenl lb.a Wan be designed tad installed try mhcn Cmlbl lava ling is meadal ad anion anteing Is alway. required Normal precautionary action r. tries— req.L,. nee — porvy bracing daring lua.tlatiao bttwcos tea. o .void oDPI W ad dominating. The raper isioa or vecti0. of tuna Wall b. des its. central of perm apericaced in the inwll.6- of trusses. Professional advice shall be sought Kneaded Coneentndo. of consbu[tion loads poster than the design beds shall not be applied to iro.les at any woe. No lads other than the weighs of the eecon shall be applied to trun6 until after all lamming and bracing is completed TOP CHORDS: 2X4 SP #2 BOT CHORDS: 2X4 SP #2 WEBS: 2X4 SP #3 TIC MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. VARIEa UP To 1111 DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28.0.0 0.0.4 2x4 g!!!1 3x6 2x4 OF WEB WITH 12d NAILS AT 6' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (5) OF WEB WITH 10d NAILS STAGGERED VALLE 8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND FOR 90% OF WEB LENGTH. 2X8 BRACE REQUIRED ON ANY WEB EXCEEDING 14'. COMMON VALLEY Denotes LINE edge or one face denotes BOTH edges or Both IBcel. 1) ONE BRACE REQUIRED ON WEBS > 94.0' LONG ' 2) TWO BRACES REO'D ON WEBS > a126.0' LONG " VALLEY TRUSSES ARE ACCEPTABLE TO BE CANTILEVERED UP TO TWO FEET. MONOVALLEY surrenn.s munla yALLEYTRUg0E1 ryP.) I r'—Ill--i \ '. :•. IF LESS THEN 3.0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. 2x4 2x4 OR Sx6 OR 416 3x I — I'I WHEN DIOAONAL WEB PRESENT USE 4X1 PLATE III WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE sulp-l-qp"qbpaq- NOW=1\ F/ARMW' VALLEYMEMBERS AT 24' O.C. (TYP) 2x4 VARIEe 12 2x4 . 2x4 2x4 4x10 2x4 3x6 2x4 2x4 axe 3x6 30 °" 2x4 4x6 0R •4x6 0 2x4 MAX. 5• 0•0 O. C. (TYP) MAX. B-O.O.O.C. ITYP) MAX. TRUSS SPACING BELOW 48' O.C. I SPANS UP TO 60.0.0 ( 1 SUPPORTING TRUSS VALLEY TRUSSES (TYP) COMMON OR GIRDER NL IV] COMMON TRUSSES ( TYP.) VALLEY STRAPPING TO TRUSS BELOW' 0 4' O. C.. . EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI I-1995 Cont. Support Studs Cad 6-0-0 O.C. WARNING: Eng Job: WO: VALLEY SET RLAD ALL NOTZS ON THIS SHZiT. A COPY 09 THIS DRAWING TO Bi GIVXN TO LRZCTINO gCpONTRACTOR. GRACING WyARNING.g &a.c& soworaeramppooloon DwgTI: V LIM! aronda Systems De nr: TLY Chk: 7/ 27 2 0 0 5 mwbn only to rdoce b.ckling length Provisions mein be made to anebr lateral br.cio& at ends ad .pernfied TC Live 16 . 0 S f Lb r DF : 1.25 local!- determined by the building designer. Additional bruin{ cr the overall structure may be required (Sec HIB•91 p or TPI) For apecifc inn bracing ,,cinuwents, comae. building designer (Torn Plate lmc ir.tc. TPI is located .t SO P 1 t DF : 1.25 4005 MARONDA WAY D•OnahioDrive. Madison. Wisconsin 33719) TC Dead 7.0 par SRntord,FL.32771 BC Live 10.0 PSI! 407) 2- 0- 0 407) 32-1-0064 Fax ( 407) 321-3913 TPI- 02/FBC-04 TOMAS PONCE P.E. LICENSE 9,10050068 BC Dead 2.0 psf Code: FLA 1005 VANNESSA DR. OVIEDO FL32766 TOTAL 35.0 psf v4.7.21-4355 SES I Design. Matrix Analysis Profile Path: C:\TEE- LOK\Work\ Jobe\MARONDA SYSTEMS\VT.prx DESIGN INFORMATION This design is for an individsal building component and has b.. bard on information pm—W by the diem. The designer diselaims.try, responsibility for damages , a result of faulty or incorrect information. specifications W. designs Rtroished to the toss designer by the client and the conaanea or acc.my of this information as it may rclue w . specific pmjml and accepts no responsibility a acrasa on caauol wiN regard to fabrication. installationshipmentandirallation of u sses This trm, on been designed a .n rndividoal building rnmponm in accordance with ANSUTPI 1.1995 and NDS-97 to be incauperaed as pan of the building design by . Building Designer. When reviewed for approval by the building designs. the design loading Mown moo be checked to be start that the data shown art in agreement inh the local building coda, local climatic records fbr ad or set. load& project specifications or special applied loads. Unless Now,, wass has .1 been designed for storage or occupancy, loads. The design assumes our, . chomm (mp or bottom) we contitmously braced by sheathing unless olhawi, specified. Where bottom chords in torsion ere not fully braced laterally by a properly.pplied rigid ceiling, they should be braced at , maimam sp-0c. .ci.s of 1p• tiConnects plea shall bat mantfacond front 20 gauge but dipped gal—ized sted meeting ASTM A 652. Grade.0. alas otherwise shown. FABRICATION NOTES Prior to f.bricatiau the fabricator Nall mvicu, this dn.ing to verify that this drawing is in conformance —h the fabncames plans and o rali. a continuing respomabiliry for such vmfxatian. My dirrepancies are to be pat in writing before couing or fabrcnion Plata Nall tut be installed om bumhatles. knot, a dinoncd gala Members shall be cut fa light nuing ,.sod to wood hearing. Cron plea shall be looted m both fans of the taus, wrath ro,b fully imbedded and shall be sym. &bout the join mile, otbawin dnowo. A 5s4 plate is s' .ride . long. A 6.1 plan is 6- wide . s' lag. Slot, (hot.) ran parallelto the plait length tpecified Double cou on b members Nall met a an the cuumidofthewebsinleothaw(se down. Connects plate sizes art minimum tiro based on the force, shown and may need in bo ioarased for certain handling and/or erecons tia— This nois am o be fabricated with frc roa dun treated lumber unlm otherwise Rowe. For additional informaioa on Quality Control = let toANSI/TPI I.I Ns PRECAUTIONARY NOTES NI bracing and ereclinn recommendations am to be followed in accordance with accepted industry publications- Trusses an to be handled with particular can during banding and bandling. deliv.ry and installation in avoid damage Temporary and parnment bracing for holding tea, es in a straight and plumb position and for resisting b1cral Rocca Nall be designed od installed by other. Cmful handling is asmti.l and clien bracing is Auras+ mryired Normal precautionary action for trusses requires such mmporary bracing during insullnicn bet.rcen tn, o to amid tippling and domiming. The,pauision of aeclion of tosses Nall be coda the control of persons experienced in the cm,lladon of trusses holuional advice Nall be sought if n,kd. Corrnuntiorn of mnstruaon loads greater than the design loads shall nor be applied to trues at any lime. No loads other thin the •tight of the accton Nall be applied to misses until ally .II fastening and bracing is completed Job: Customer: WO: HIPDETAIL TI:HIP HIP TRUSS BLOCKING REQUIREMENTS APA-FORM NO. TT- 082 SPAN RATING AND BLOCKINO RECOMMENDATIONS FOR USE OVER HIP -ROOFS SUPPORT AT 24. 0 C Root Slope Panel SO en Ralln 24116 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 S :1 2 ii7 r O K,71 >: , OK OK OK 6 :1 2 n::"-.:: 0 K?Tkr-'-, O K 0 K 0 K 6 :1 2 If. xvz O:K; 'V-9: OK 0 K 0 K 7 :1 2 0 K 0 K 0 K 8:1 2 0 K 0 K 0 K B :1 2 r rr1tir.0•WX4r,rl a04(z --4.e A 0 K 0 K 10:1 2 E' O. OK OK 1 1 :1 2 tit i.'r+:::O:Kr?:: >f• k 0 K; ::;'g1:: ; 0 K 0 K 1 2:1 2iz t'z'.N O•ICLs'-3 4eJr' O:K is aa ; s•:aa .4 0 Kit^.:t`` 0 K 1 3:1 2 f2^'::. tO.K.f F s i- Si ;.> y - ..0. 0 K 11:1 2 T 0 K\4y'•ti 7_.O'I('Gc r, r5r • }:;. - '.. F y7 _r.• BLI S5/12 (1) 2XTOTHEFROF TRUSS7/16. OSB ROOF SHEATHINUI LM aronda Systems 400S MARONDA WAY Sanford, FL. 3277L a07) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE e0050069 207 Medomen rL Clnshsolln. FL 22766 NOTE: SHADED AREA. REQUIRR 2X LIR.®r.R BLOCKINO BfrTWFON TRUM AT UN SUPPORTED PANBI, P-DOE9 Of 111P ROOF AREAS 2X BLACKING TYP NAILED W/ IOD 12' O.C. 6/12 OR ABOVE 2) 2X ONE FROP 3 ONE BACK OF HIP TRUSS NOTE- NO BLOCKING IS REQUIRED ON 4/12 AND BELOW PITCFIPD ROOFS WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY Or THIS DRAWING TO BE GIVEN TO Dwg' ERECTING CONTRACTOR. BRACING WARNING, Bracing shares on Zhu d—ing is not erection bracing, .wnd bracing. ponal bracing or similar bracing rrimot u • part of Dsgnr : TLY Chk : the building design and which must be considered by the building designer. Bracing shoo, n is fat lateral support of Iris, TC Live 16.0 ps f mcmbcn only o reduceb.,Uing length hovisions most be made to ..hot lateral bracing a, ends and specified locations do mined by the building daigna. Additional bracing of thc overall structure may be required. (Sec KID-91 of Ten Fa spair. - sec tinting rtquirerncnt& comact building daigor.(Tmu hate Institute. Tn is Ioc,Icd n 5S2 TC Dead 7.0 ps f D'Groftic Drive. MadisonWisconsin53719) nc Compon, Engineering by. TossFrngincennS Co. P.A. Ull Smndsidc Rd. Motion. NC 27932 BC Live 10.0 ps f BC Dead 10.0 psf Qty:1 12 16 J BLOCK I PRE - ENGD TRUSSES WO: HIPDETAIL TI: HIP 11/2/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-0 Design: Matrix Analysis Profile Path: C:\TEE-LOK\work\Jobs\Job-1\COMN-l.prx I I 'Job: COVINGTON K 4 Customer:104 UPLIFT D.L. WO:COVK4 TI:F1 Qty:l j DESIGN INFORMATION Thu design is for an individual buildioj cmpnocan and has b® bald no idhmotion provided by the client. 71e designer da-1— any rnmpoindmluy for damage e a fault d eddy a incorrect idorrmama aprdMtiom and/or drape fiumshed to the tma dmprer by the dmr and we mrrm® or accuracy of this information a it may mine to alma project and accepts no rciponaldlty or concise an mom d with regal to fabrication, handling shipment and installation oftnme. no truss hn barn dedgned n an Indrvad rid budding mmpooenl in accordance w'iW ANSV2P1 1-1995 and NDS-97 to be itmporstm as put of the building dmgn by emlding Draper. Wha miensd fa appmal by the building designer. the dr9pu mdinD shorn mate be chaAm to be sine that the dam shown are in apcmem rite the local building coda loud ddmmic reads for wind or aura bads, projem symacatm+or special applied bads. Unlm shown, tam hn nor boo designed for uorage or omrpmry loads. The deopa assume cooWrciaton chords (top or ban=) am maimrady bred by slamhing ualm mhawie smiled Where ban om dif rda in taadno are nor rally braced Laterally by a props y applad ripd rsilrng, dbey shodd be braced in. mad®m tpdnj d 1711' o C fmneda PWc shall be m,n,,,,,ed from 20 page hot dipped pkattiad uncl mmHg ASTM A 653, Grade 40. unlen mthcwis shown FABRICATION NOTES Prior to ftbriaim, we f bria or refit the drawing to verdy that this dranag is in oodawmcs with the abncators pWu and to realim a mndmng re>inona-mby for such verif catirm Any diunpamda are to be pm in wruing before aping or fabrication. Pale shall not be installed over knothole. knms or dnaortrd grain. Members shall be eta for fight fining wood to wand beating Cmomor plan stall be bard an bah fin of the tram w,th nalh wy imbedded and sal be syn abort the pint unlea o erwim shown A 5v4 pale is 5' wide a 4' long A 6sg pale is 6' wide x a' bag Situ (Iola) run pWk1 to the pale length specified Double cuts no web membe s stall meet in the ocmrad ofthe webi suntsadheswr¢ shown. Cnooraor pale des are minimum dm bmd an the forces shmn9 and may need in be incraisid for arum handling and/or cream mesa Thin utm is not to be abriated with fire retardant tinted ale n dhrnnse sham. Fa addauonal idormtm no Quality Control refs to ANSU"I 1. 1995 PRECAUTIONARY NOTES All bracing and creation rcoomm a . imm are to be awed in award, .nth aaspnd iammuy publiotio a Tr¢aa are to be handled w,N particular are daring banding and bundling delhery and ien. na,„u to avoid &m-;c Temporary andpamunern bteing for balding truae in a araght and plumb pasu m and for ring lateral forest shall be designed and imadw by abet CudM handling is a.sentul and anion bracing is alu'qa rtquirnd. Normal precautionary act= fa trvaes reclaim sneh mrWaay bracing during insullum benuma uuaa to avoid toppling and dorrimng. 7be aWen,aon d aemmn d vase stall be unda the natural of persons evperieracol in the insudlam d tman Rdemonal advice shall be aught drr<drd Conciauradon dcom,uudon toam grata than de design cods shall no be applied to trims at any limn No loads alter than the weiglu of the anion all be apwiod to ifs meld after all aaening and mating is completed TC: 2x 4 SP 42 BC: 2x 4 SP 42 WB: 2x 4 SP 43 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOT PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Trues must be marked to prevent UPSIDE DOWN erection. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 134 0.52 A 4- 3 124 0.18 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(a). I.Span 0. 14/354 0.12/434 2-1 Horiz. 0.00 0.00 NA Marc DL Deflection L/999 a -0.03 Long term deflection factor - 1.50 COSMETIC PLATES (12) 1.5X3 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 MAR. REACTIONS PER BEARING LOCATION ----- Loa Bast Vert Horiz Uplift Y Type 0- 0-12 1 184 0 -260 B Pin 4- 8- 0 1 196 0 -277 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 4- 0 82 0.06 C 4- 2 -13 0.01 0- 0 163 0.22 C 3- 2 285 0.40 0- 1 276 0.23 C 5-0-0 1 2 3x4 3x4 3- 8- 8 4-0-0 3x4 j3x4) 0- 3- 8 3x4 4-0-0 R I I 1840 1.50" 1960 8.00" A 4-8- 8 4 3 0- ; 0 4- 8-8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO 13E GIVEN TO Laronda SysteMS ERECTING CONTRACTOR. BRACING DARNING: eraang swam an this darning is not erection bracing. wind bracing penal brawn{ or dmil,r bracing which ate pan of the building design and uiich must be oonvdered by the mnldmg dengrcr Bracing drown is for Waal mpPort d ram members only to reduce balling knob. Provulami nust be made to anchor lateral braong at ads and specilfrd botms daernuned by the building dmgm. Additional toeing of the oszroll cincture my be required. (San HIB-91 d rn).Fof apeefic mass bracing reWrireacros, amao bualdtty designer (frua Plate lvaitme. TPI is bound at 5U 4005 MARONDA WAY DaDnofrio Druz. Mail. Wisconan 33719). Sanford, FL. 32771 Component En meering by Tam Engineering Co.. P.A., gig Sandside Rd. Edenton NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE M0050068 207 Medamon FL Chtduots, FL 32760 mint 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, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 5.0 ft W- 5.0 ft Truss in END zone, TCDLea 4.2 pef, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-92/134, BOT CHORD 4- 3--88/124, Cr Webs 4- 0=0/82,0-0=-145/163, C0-1=-102/ 276,4-2=-13/9,3-2--308/285, C 0-0-- 225/421, Scale = 0.3636 Eng Job: WO: COVK4 Dwg: TI: F1 DBgnr: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\WOrx\JOD3\COVA4\COVINGTUN A 4\rl.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:FGRD3 Qty:l DESIGN INFORMATION TC: 2x 4 SP N2 Analysis based on Simplified Analog Model. Joint Locations This drop isfor anindnimulbuilding component and BC: 2x 4 SP tl2 All COMPRESSION Chords are assumed to be 1) 0- 3- 8 5) 8- 4- 8 9) 6- 4- 8 base- brand on infiltration Pin. ;embythe aea.Th. WB: 2, 4 SP 83 continuously braced unless noted otherwise. 2) 2- 4- 8 6) 10- 4- 8 10) 4- 4- 8 empvdm';mea"y` etp°"a6'1'gfore'"'ie"" GBL: 2x 4 SP N3 Doter defined loadcases have been considered 3) 4- 4- 8 7) 10- 4- 8 11) 2- 4- 8 resarli lt ftfeatsorm°° nminformation, thede spec nerbythe and/ or designs0irmtshddtotheuomdcdpvbythediemMULTIPLELOADCASES -- This deer design is thein this dear design. 4) 6- 4- 8 8) 8- 4- 8 12) 0- 3- 8 and the tcrreaness or accuracy of this dnfavutim as u composite result of multiple loadcaaes. Wind loads have been checked perpendicular This truss has not been designed for ROOF nvyrelammasped proiea.raauPsno L. and R. End verticals designed for wind to the face of the truss. PONDING. Building designer must provide ay°ndmihryor`rcmrorocontrol with regard to WndLod per ASCE 7-02, CiC, V= 125mph, In -Plant QualityAssurance with C 1 q ads quote drainageto prevent pending. (0.25 blalcubaeamliayshipmmandinaallat,mdt,u Twswabaseemdesignedasalllnaihmulaaiami H= 15.0 ft, I= 1.00, Exp.Cat. B, K:t= 1.0 ----MAX. RYACTIONS PYR BEARING LOCATION----- in./ft. min. elope to drain). Trues must be component maccordance with ANSlrtPll-1993and Bld Type- encl L= 14.7 ft W- 10.1 ft Trues X-Loci BSet Vert Horic Uplift Y Type marked to prevent UPSIDE DOWN erection. NDS-97 to be incorporated as pan of ft building design in END :one, TCDL- 4.2 paf, BCDL= 6.0 paf -0- 2-12 1 106 74 -74 B H Roll FORCES (lb) - Max Compression/Max Tension bye Balding Design.. whmeo'c`eatarapprorralby Impact Resistant Covering and/or Glazing Req 10- 3-12 1 71 -107 -59 B Pin TOP CHORD 1-2--82/112,2-3--80/107, must be the buildiobdsurpmathedC°pl'd"` ement mmtrsuethat thedaushoomartinagranneaTC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-4=-80/107,4-5=-80/107,5-6=-80/107, nhthe 4nlbuilding code& load climaucrecords for 1- 2 112 0.07 A 0-12 -119 0.05 WEB. ..FORCE..CSI. Cr WEB. ..lORCE..CSI. Cr HOT CHORD 0-12=-119/34,12-11=-77/92, mdatmr.loads, project spmlfotmsorspecial 2- 3 107 0.06 A 12-11 92 0.04 12- 1 85 0.26 C 9- 4 123 0.61 Cll-10-0/0,10-9=0/0,9-8=0/0,8-7=0/0, applied tmd&I.I.Issho.atruss has not brrndenped 3- 4 107 0.04 A 11-10 0 0.03 11- 2 167 0.77 C 8- 5 170 0.77 CWebs 12-1--56/85,11-2=-101/167, oramp tahoccupancy The aesrpramuna 4- 5 107 0.05 A 10- 9 00.03 10- 3 118 0.61 C 7- 6 62 0.30 C 10-3=-90/118,9-4=-92/123,8-5=-97/170, porads mapd byioo ednrds (tap a bottom) are aavirttraWh braoebyshuth;,ymlesotbmr<aspa,Ge>f wise 5- 6 107 0.05 A9- 8 0 0.03--------GLOBAL MAX DEFLECTIONS--------- 7-6=-34/62,0-0=0/0, baton attach in tension are net hilly braced Werally b) 8- 7 0 0.02 LL TL papally applied npd mlins theyshould be brood at a in./Betio in./ Ratio Jnt(s). audratmsp.ongoflno•ocComtmaplatashall be I.Span 0.00/999 0.00/999 6- 5 mundbaured hem 20 pap ha dipped gahamrtG steel mining ASTM A 653. Grade 40. unlm othes-tic shmm Hor i L . 0. 00 0.00 NA Max DL Deflection L/999 = 0.00 FABRICATION NOTES Long term deflection factor = 1. 50 Pnmr to MiriO:le^ the (dbriator shall rniew this dratin g to slurry thin this thawing Is in maformnto: with the fabricators plain and to rears a<omimdng napotsibthty for such satdcauon. Any illsemTanact are to be pa in writing before cemina or 6briation. PWer shall m be installed oar knotholes, tiara a distuned pain. Members shall be cut rot tight filling wood to wood boring. Connate plates shall be looted on bah faces of 10-8-0 the tam wttb cats fully unsoiled and shall be .yta abtati the pie titles ether d - A Sc4 plae is 5' wide ,r l 2 3 4 5 6 4' long. A 6x1 plates 6' wide s 1' long. Slots (holes) inn paralleltothepianoknpbspxified. Double cuts on tell iDoibers shall mat at the omroid of the mill unless ahcrwife shown Connector plate rim are minimum 3 elm based on the form she- and may ,need to be x6 increased forcertainhandlingartWorcreamareap2x42x42x42x42x42x4This truss u not to be bbri awd wall fire rcsardaa treated to ontlm otbariseshown Fatlditiorul In In nni nofmmaiod ao Quality Central rder to ANSVIPI W Lit 1-199! PRECAUTIONARY NOTES All bracing and crectdao raumtmadanirm arc to be 4- 0- 0 4-0- 0 followed In aDsua rdadwith accept industry publications. Tames are to be h-MIM with particularereduringbandingandbuMbag, ddi%wy and inmallatim to noid damage Temporary and permanem tracing Ihr holding uuscs in a straight ad phm'b position and for rtdaing latent! form shall be draped will iaoalld by athma, Caidhl handling is t- tial and crcaioc bracing Is drays required- Normal prmoimary 3x4 2x4 2x4 2x4 2x4 2x4 action rot tninscis requires such temporary hracng dunng installation berween mmea to void toppling am ela-mmyTheaipersiamoferectiondtnisashall be ander We control d parsons ccisvie ced in the installation of'rmher, Pmfesnaml edtta: shut be eight if Deeded. Coomunti® of tmMictine loads groaner than the " Ps loads shall lieu be applied to muss at wry lime. 0- No Inds other than the tacigtr of the ercmn shall be applied to imssn until after all11-ing anti bracing is 106 .50rr Stud @ 2- 0- 0 71 M 1.50" oto>plctrd 10-8-0 12 Il 10 9 8 7 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.2855 as WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: FGRD3 Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: h m be n h+trildingn ponalbriongasmlvbrlaierall- nofinaf ng Ip h' 1 girt. enterng ahowm is fa W tnl support Ntam Dsgnr:TLY Chk: 7/22/2006 TC Live 16.0 ps f Lbr DF : 1.25 wat mernbers only to reams buckling knph. Prnsstom now be node to anchor Intend brain{ a endsand spectli d 116- locatiom daennined by the Wilding designer Additional bracing of the aeral! mucium iney be required (Sec HM-91 of TP!).Fa spm(k tins brodag mquirerneras, axw bmWung amipa.(rrus Platc Imunme, TPI is teed at Ski TC Dead 7.0 0 s f p Pl t DF : 1.25 4005 MARONDA WAY DX)W-Drne.Maduan.wisaysin53719). O C 2 - 0 - 0 Sanford, FL. 32771 Component Engiatring by: Teas F.npaenng Co.. P.A., 911 Soun,h:,e. PA Ede neon. NC 27932 BC Live 10.0 pB f 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE MM50066 BC Dead 10.0 psf Code: FLA 367 Medamon FL Chsduots, FL 327GS I TOTAL 43.0 psf v4 . 7 . 32-60648 Design: Matrix Analysis Profile Path: C:\TES-LOK\Work\Jobe\COVK4\COVINGTON K 4\FGRD3.prx I I I Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:FGRD4 Qty:l DESIGN INFORMATION This design is fes an itdmdtnl building component and has been based on Inlhaation provided by the cheat. The design di-taum any responsibility for damages a remll of f rally or incorrect inforowan, speciftesniom and/or design famished to the truss designer by the client and the enrreclnea or stwncy of this udormstion as it may relate in a spai!{c proles and accept, on responsibility or enterdss w control mth reprd to fabriotioq hurling. shipment and installation of trusses This trim has been designed a a iodiridml building compoicen In accordaice with ANSVTPI 14"S snd NDSA7 to be incorporated as pat of the building desip by a Building Designer. When rmtewd for approitil by the Golding escaper. the design landings showo most be checked to be sure ft the dam dmn are in ag®cot Milt the lml building Codes, kesl climatic records for wind or sonw kads, project specs uom or special applied kods. Unless shown tom has not been designed for range or oonWang loads- The design ®ones comp®on chords (lop or bottom) are emtiiucusly brscd by shotlung unlm dhenve specilld Where ban chords to tctmon sic not fully bird Wanly by. popsy spplkd rigid rating, they 0-1d be braced at a eeucim om spectng of Ica• o e Cemenm pinto shall be manufactured from 20 gauge ha dipped gahannind sled mating ASTM A 653. Grade 40, udm a bcrw a shwa FABRICATION NOTES Prim to hbriou00. the (abrtestur Nall review this dining to ieny thin this dsaning is in anofawoa with the hOnotds plan and to realta a continuing responabi irf for such vvrDeatioo. Airy dissrepooties are to be pm in writing before amin or AGiatim Planet Nall ties be iasialled me k-&-A { kms or dWeted grain. Members shall be ew for tight fining wood to wood boring. Ctauxmr plate ball be looted on both (aces of the trusa with Gals lWy imbedeee and still be s)ta Nora the joint unka otherwise shown A Us pbue is 5' wide x 4' long. A 60 plate is 6' wide x to long. Sloe (bolo) ram panl)d k she pbac knpb spatiMd Double era on sch members shall tom at she neacoid of she orbs scot- otht,wnz shows. Ca m ctar plate din ss minimum sin based on the lnm shwas and may need to be increased for certain handling andk, actsim sows. This truss is oc to be Obritaud with fire nardaa Inter lumber nnlm otherwise s mm For additional idGmatim on Quality Control sef" to ANSVTPI 14"s PRECAUTIONARY NOTES All bracing and erection nmmmcdatiom an: to be followed In awords na with acapd taidust7 pblimnms. Tresses an to be handled with Particular can: during banding and bundlin& ddivcry and insu ationk avoid damage. Temporaryand pervunea bracing for holding trustees; in a Might and plumb position and for resisting Weal form shall be designed ad insinlled by tithes Canted hndling u menialad enxtlm bmall is always required Normal precautionary serum for trusses nalm ties such temporarybracing mining Iona+_ bctneen mien k acid toppling and dominoing. The supmusi m of erection of comes ban be wale the costal of persoro experienced in the Ib+IL•,iim of Wss[S PmRmOnal dvsa Nall be aaigN omded. Conoemmion ofconstructionloadsgreaterthanthedesignLodi shall m be sWid to tmao inairy time. ds No Imother thanucwd& of the a== Wes be applied a u® mail after W Umiag and bracing is completed TC: 2x 4 SP 82 BC: 2x 4 SP H2 WB: 2x 4 SP 43 GBL: 2x 4 SP A3 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 truss has ben designed for wind in the plane of the trues only!!! TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 46 0. 31 A 6- 5 105 0.24 2- 3 46 0. 37 A 5- 4 106 0.24 WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. 1- 0 119 0. 15 C 5- 2 418 0.13 0- 0 87 0. 30 C 5- 3 84 0.04 0- 6 79 0. 06 C 4- 3 128 0.31 1- 5 91 0. 04 C I 3- r 0- 0 3x4 or (): Plates(*) OFFSET from joint center. The Joint Detail Report moat 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, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kit- 1.0 Bld Type= part Lea 10.7 ft Was 10.7 ft Truss in END :one, TCDL= 4.2 psf, BCDL= 6.0 pef In -Plant Quality Assurance with Cep 1 MAR. REACTIONS PER BEARING LOCATION----- E-Loot BSet Vert Horix Uplift Y Type 0- 0-12 1 151 0 -136 B Pin 4- 8- 0 1 583 0 -599 B B Roll 10- 4- 0 1 188 0 -148 B e Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr --------GLOBAL MAX DEFLECTIONS--------- C LL TL C in./Ratio in./ Ratio Jnt(s). C I.Span-0. 02/755-0.05/999 4-5 Barite. 0.00 0. 01 NA Max DL Deflection L/ 999 - -0.03 Long term deflection factor ea 1.50 10-8-0 1 2 3 3x4 0- 3- 83x4 I - Joint Locations 1) 0- 0- 0 3) 10- 8- 0 5) 5- 4- 0 2) 5- 4- 0 4) 10- 8- 0 6) 0- 0- 0 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. elope to drain). Trues must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2e- 44/46,2-3--44/46, HOT CHORD 6-5=- 79/l05,5-4=-79/l06, 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=-91/128, 4-0-0 9 1519 1.50" 583# 8.00" Stud ® 2- 0- 0 188M 8.001, 10-4-8 6 5 4 lk 10-8-0 CAL: 4- 8- 0 COSMETIC PLATES (24)1. SX3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO ERECTING CONTRACTOR. I3RACING WARNING: Maronda Systems d BifdngNwaon d agotme>m b ng.w,d ng.p l erngor,G>n<w aapNof the build- design avouch must be ooms.. by the bmldng desiger. Bracing shower is for Intend suppon of trues tnembtts My toiem>R budliog length. Hwisiom trash be made to anchor Lateral bracing it ads and spectfird loestioms el "raid by she building designer. Additional bracing of the menu meta a may be eguirod. (Sot HIB-91 of TPD.For spmfie Unto Meng rcgmremeu& mono building eltsgme Rom Plate hisamite, TPI is looted at 583 4005 MARONDA WAY DOoofmDriie.Madison, wlmnaa53719). Sanford, FL 32771 Component Engitming by Tnm Enpneenmg Co.. P.A., 818 Swots de Rd. Edenton. NC 27932 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE MM500613 267 MsdaMon PL Chsshssta, FL 32746 Design: Matrix Analysis Profile Path: C:\ TEE-L4DK\Work\Jobe\COVK4\COVINGTON K 4\FGB 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 PIt DF: 1.25 O.C.: 2- 0- 0TPI-02/ FBC-04 BC Live 10.0 psf BC Dead 10.0 psf Code: FLA orx I I J Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:FGRDS Qty:l DESIGN INFORMATION This design is for an erdhvidual building molpormt and has been bum on enfamatiun provided by We client The designer dumhaioa any responsibility fa damages u reach of fault' or incorrect iofmmatioa speelintims an&* desigrn Avmshd to the tiro designer by the cline and the corroemea or aatcacy of this information u it may relate to specs (IroIecr and Keep, a rerpo®blay or aerdas on rmtrol •tab m p d in Gbriot ins, hurdling, shiprnem and maslWam of tired This Iran has bets designed as an mdwidual building composers in acomdsnee sitb ANSVIPI 1.1995 tad NDSA7 ro be inoorptnlm u pan of the bubnng design by a Building Designer. when inured for apprnsil by the Wildiv{ designer, dK d-p ladmp down mum be chatted to be sum that the data shorn am in agreements with the loot building add Inal dirNtie records for wind or mow tads, project specifications; in Vccd applied Imds. unless sh000, thus has m beco designed fa storagn or asvporcy, lads The de ip assume compression chords (top Or boned) are ooralnsady bawd by shnthin{ oils abcwist specalkd Where batons chords In termed ore not fullybraved laenally by s property applied rigid calms, they shade be broom aI a maximum spacing of It'-0' o e Connector pale dW 1 be rnsmiNcmm from 20 Pine ha dipped sah•amd seed mating AS7M A 637. Grade 40. tank. ats.wse d-. FABRICATION NOTES Prior to fabrication. the hbrivla dell review this drawing to verify tlm this draining a in asfamarce with th ftbriamla plans and to ral= a comimning respomthiliy far stzh srnnobon. Ary dLvacgtocla am to be gnu in wridnj boom acing a fabnatiac tinted shall not be ins all-i ncr Imaholq knots or distamd Pain Members shall be cen for tight 0rti ng coed to wood basin} Connector pales Wall be located or bob faces of dho mess web na a fey imbedded and shill be sym about the pins unlm aher.ve shown A 5x4 plate is S' wide x 4' hat} A 6d pale is 6' wide x S' long, Sims (holes) ran pWkl m the Plus mPh specdled Dable cu s on weh members shall most as Ne camad or the webs i nlm adnen•» e <h"A Cotinector plate am are minin, siea based on the rorces Mown and may need to be increased for cat" haedlfng ands ermine Plead This tloa is east to be (Wasted with nee reardmn treated lumber mlm aherwm shoos. For addarotid infamntim as Qesslhy oenmcl refs in ANSVIPI 1. 199s PRECAUTIONARY NOTES AB br,nng and erection nzommrnd,Iiom are to be rolloaed in accordance, oath accepted industry publiauom Tresses are to be handled wild potimdar art doing banding and buredh.& deinvy and installation in nod damage. Tcngvuy and pewarK,I bracing for holding tnt ocs in a drught and plumb position and for rmsting lateral faces shall be designed and Installed by atim CandW handling is essmtal and egxo bracing is ahnya required. Normal precautionary Kum fa tined repirra such temporuy bracing dung inaatWim benw® trimm to nned toppling and domming. The o*cnistm of erection of iroaa sM[I be tend. the omtml of p.aaa eVerimad in the n-,, r,, of tr Prof®oml adviw shall he saistn if n kd Concentration of mtistructlon looses gnater, than the design Inds Will ties be applied to mina at any time No herds other than We wngla of tho.moss Wall be applied to utma trend aft. W f ming and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADCRSES -- Thia design is the composite result of multiple loadcasea. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY trues designed to carry 0' 0" span framed to TC one face 0' 0" span framed to TC opposite face In - Plant Quality Aaaurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 5-10 1 0 0 -93 B Pin 4- 4- 8 1 0 0 -107 B 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 en -0.02 Long term deflection factor - 1.50 3- 8- 8 or ( 1: Plate(s) OFFSET from joint canter. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. L. and R. End verticals designed for wind Deer 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..CSI. 1- 0 97 0.15 C 4- 2 -5 0.00 0- 0 50 0.33 C 3- 2 107 0.33 0- 4 3 0.05 C 3x4 3x4 4- 8-8 1 2 JxV 3x4) 3x4 1. 50 4- 0-0 I I I 1 93# 11.25" -107# 8.00" 4- 5-0 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: Maronda Systems designs Bracing shown m thus draatng u nee c=m brsctng. •tin brndng, portal bncrng m mrmlar bmm g which m a pan of The building desiand which emsconsidered be by thebalding dcvgrncr. Braang shown a for lateral wppon of truce was rrcriben only m redic latching ImgN Provisions mum be made to anchor lateral bracing at ends and speafKd Imiions ---mind by the building designer Addnir ai brians of the ntnll structure may be required. (See FHB-91 4005 MARON DA WAY o et Driri Maadfic dior, Wisconsin s1 719i P C K l mitme Tr) u I°atm d sgl Sanford, FL. 32771 Component Engineering by: Tina Engineering Co.. PA.. all Sounds ci Rd Fhnina NC 279)2 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE W0050068 367 Medamors FL Chutuci* FL 32766 Joint Locations 1) 0- 0- 0 3) 4- 8- 8 2) 4- B- 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, Ien 1.00, 23cp.Cat. B. Kzt= 1.0 Bld Type= encl L- 4.7 ft W- 4.7 ft Truss in END zone, TCDL= 4.2 psf, 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 1- 2=0/124, BOT 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: FGRDS 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 l I I Job: COVINGTON K 4 Cuetomer:104 UPLIFT D.L. WO:COVK4 TI:G2 Qty:l DESIGN INFORMATION Thu cldpl if for an individual building cornporm and has beco bared on Inforaaaion pruvded by dY client. The ddg.er dki-ims A" tayonabibp f« damages n a rmh of fadry or Irmim infm®tiom spedlouona anadfor hsipu 6ntnished to the tram ddgm by the ctteru and th carreanest or accuracy of Nis i•iam-firm. a it may slue to. Veto hc Project and KccPlt on rerWordhdiry or a mdm on control with regard to Worication, hardlra& shipirvu aid installation of uustn This units has bunt destg«d as co indondual building component in.aardame unth ANSVITI 1.1993 and NDS- 97 to be intoorpontod n pan of the building ddgn by. Buildong Ddgm. When renewed for approsal by the bui)Nny dmg=. the dmpa landings sb- man be Hated N be sine that ties data sham art in agtmrcm with the kal building codes, Intl climatic records f« mad « mow kadk Proj= sp=Ilratiau « spinal pilled bads. Union shwq min hum bca dWgmd for suirs or oxupucy loads. The dmgn asnono mrntremm chords (top or bamm) are eomi®tsy braood by Nothing unless «heniae sP¢ilkd whcro bottom cbomds or tendon are not folly' ' Wald y by. poperly ma -A d ngid ceiling, they should be broord in a maumum spacing d l(r4o o e Correct« Pin« shall be ra- flo mad from 20 Pwga m dipped phsaind MCI mct). g ASIM A 653. Grade 40. onlm aherwisc Mown FABRICATION NOTES Prior to fabnaifon. tbc hbriator shall resew Nis drawing to %wisp thn this drawing is in amforau«s unto Ibe hbriames plaro and to malim a anntlmmng rueWoaa 1, ity for rich aerillatm Any dsaeeparci« as to be Pad in writing belm: cutting in mbnatiac Rain shall tons be installed in= kmhla knots or disionrd gnia M®bm shall be as for tight lining wood to wood bearing. Camssour plates shall be located on bah faro of the trust wuh nails wb iand shall be sym. abat the joint mks shames shoom. A 5x4 Plain is 5' wude x a' )mg. A 6x2 Plate is 6' wide a a' kng. Slots (bolo) ran ponlkl to the plate krpb sp=I)ed Double cim m b member shall mist at the oentsrid of the usbs unlest tahoris shows Cm«ctm )sWe din as minimum ulna bald on tlr faces shwo am may r.Sd to be inerard for amain handling andf« eraanim arC!$ This trim is mt to be fibriattd with f1m reKdant used honbo mdm abetwiK ah000. F« additional inf«matioo m Quality control rider to ANSVITI 1.1993 PRECAUTIONARY NOTES All bracing and inaction reamneadauon are to be fuilownd in aoanrdaraa with accepted industry pobliotions Tram lac to be haMkd with particular art daring bonding.ad bmdlins ddhvy and installation to nod damage. Temporary and permancot br.d. g for holding lmum to . ar igln ..it Plumb potion and ON resisting lateral form shall be ddgned and installed by others. CW W handling is csscuial and union bracing is alump required Norval proautmnary Kim for tram requires such la pormy bracing Ruing trues to nosd toppling lid domioning. The supa.isia. of croam of tintaet shall be miler the control of persons cxpa icnad in tk installaim of titmS Pr.linumi l adnce shall be sought of ceded. Cmoatinum domstnvbo I036 getter than the ddgo lads shalt not be aWphad to tram ar any ux No loads aher than the weight of the erectors shall be applied to irum until alto all Amming and bracing is TC: 2x 4 SP N2 BC: 2x 6 SP N2 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 Cq= 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(s). 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 Boric. 0. 01 0.01 NA Max DL Deflection L/xxx a 0.00 Long term deflection factor = 1.50 3-11- 8 3-11-8 1 2 3 4 5 6 6.00 4x6 A 420a 1. 50" 6.00 T 1- 7- 10 1 2x4 R 363H 1. 50" 7-11- 0 IV 13 12 11 10 9 8 7 CANT: 1- 2- o -10- 8 8-0-0 RO- I I A 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: hMaromnda SysteMSBracingdrawnonthisdrainingisnotermionbracing. unnd bradng. Portal bracing « similar bracing uluch is@ pan of the building desipa and which nam be conidemd by the Golding dmgw Bracing shown is for tatty support of tram mcoibas only to reduce buckling knph Pmoviuons mast be made to - lased brKing at ends and spwifkd bati«os deco -find by thic Wilding dasgm. Additional bracing of the comp structure may be squired. (Sin HIB-91 ino speci ac9m building D ma Place lintn.a TrI a I°aea at su 4005 MARONDA WADO oDrm Mn. Vimom 5711 Sanford, FL_ 32771 Compoocot Fnginmingby: Truer Fsoptmipg Co.. P.A. gig Sormdside PA Ednimq NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE irr0050068 367 Msdamon FL Chuhaofa, FL 32766 Desian: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobe\COVK4\COVINGTON K 4\G2. Eng altH&111-12) Dwg: TLY Chk TC Live 16.0 pBf TC Dead 7.0 paf BC Live 10.0 paf BC Dead 10.0 pBf DIY 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 wind 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, Kst= 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 :one, TCDL= 4.2 paf, BCDL= 6.0 psf 5) 6- 0- 0 10) 4- 0- 0 MAX. REACTIONS PER BEARING LOCJLTION----- FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horis Uplift I Type TOP CHORD 1-2=-98/116,2-3=-140/219, 1- 2-12 1 420 0 -639 B Pin 3-4=-136/283,4-5a-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 I I I Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:HS1 Qty:l DESIGN INFORMATION This design is for W individmt building mnpmcnt and has beet bare a information proridod by the client. The dtsgc ducal® soy rapatibil lyfor A.m. 'A result of bully a nootim mramnioo, spcdBaiiaa anNor designs dunrsbed in the tom designer by the them and the arrmorn a accuracy of thus information as it may relate to a rpecllk pmjm and acaps on respormbilay or eserdsa oo control .ion regard to h6riatim handlin& shgaoat and installation of uinsu This truss has beat designed as an trdrvldWl building mrWcmem in soandaac avth ANSVrPI I.I"Sand NDS- 97 to be incorporated as pan of the building design by a Building Desigra. what rnicsmd fm apprwll by the building deagra. the design Iaducip sMan room be chodial to be sure that the dais shouv are in agreement with the local holding codes. love dimanc records for wind a soar Inds. prajm speciflatiam a special applied loads unless shmm inm has not beat designed for storage a omepar cy bads The design smumo compress. chords (top or batlom) are a.mmnuly bract y sbedhing undm ahawnx spenfrd where ban= chant In erasion am an wry braced buerslly by a property applied rigid ahny they should be broad at a cradonao spacing of lea• o.c connector plain shall be mrmfiomed hyom 20 gestic has dipped pJv n d creel rnmmg AS7M A 633. Grade 40. anlm aMwm aborts. FABRICATION NOTES Pinar b hMiatlart the rebrlams dull mica Liu. dining to verdy that this daring is in anfcrrnanx uvh the Obriomh Plain and to rain a smumong responsibility for such .mfratio . Any drrrrPrcia m to be pen in aeibng bdon aping or fabriotioo. Plain shall an be installed sic Wahola. Was a distorted grin. Membeo dull be ad for Light filling wood to wood baring. Conmeor plain shall be located on bah fin of the tmss wvh orals fully imbedded and shall be sym about the jam unless ahmix choirs. A 5x4 plate is 5' wide x A' long. A 6d pale is 6' xide x a' lag. Slav (halo) ono parallel to the pale IaPh specified. Double ads not wtb meesta s chill min at the cadrad of ebe wets sinless abawix dtam connector plate ass Lie rmamum does based a thc form shown and may need to be inaead fa aoW. handling sedfor amid arms. Thu trm it ra in be fabricated with fire retaidam I died hmiber orilm atheist: shun. For addivaul iofamtioo m Quality Coseml teller in ANSVfPi 1. 1993 PRECAUTIONARY NOTES All bracing and crmim maxmerdatim am to be fohbwed in scan,&- uuh sacla industry pudtauan Truce sat in be handled reth panicidar are during banding and bundling• dcli%wy and iosisllatioomnoidd• T.YTanporsp•Lid"rnmacri bramng for holding utasn in a straight and phmrb portion and for resisting Istenform shall be designed W installed by others. candid handling s essential and simian bracing is alloys required. Norval prera --q salsa for crones requires Rich temporary btaeng duntsg installations baweaa Lie® in avid toppling and dormeruing. The supervision orerectia of trusses wB he under the control of prnons eva,areod in the a•n• r„,a ru a rat. Rd®oinl ad,- shall be satght d needed. Caiamtruim of ®wmxa beds greater than the design lair mass not be applied to treesses at any time No law other than the wtzghti of the cream shW be applied to uoss until after all flaming and bracing is TC: 2x 6 SP $2 BC: 2x 6 SP #1 D 2x 6 SP N2 10-11,9-10,8- 9 WB: 2x 4 SP #3 2x 4 SP N2 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, Kat= 1.0 Bld Type= encl L- 58.0 ft W- 40.0 ft Trusa in INT cone, TCDL= 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compreaaion/Max 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, Weba 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, MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. 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(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- 2 302 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 Can 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s): 4 MAX. REACTIONS PER SHARING LOCATION----- E-Loc BSet Vert Horic Uplift Y Type 0- 4- 0 1 1760 0 -833 B Pin 39- 8- 0 1 1760 0 -833 8 H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 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 *0-a 19-0-0 1 2 3 4 5 6 Face = 0- 2- 8 0-8- 0 1760H RAW, EXCEPT AS SHOWN 6.00 6.00 3.00 - 3.00 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Moron dot Systems ERECTING CONTRABRACING WARNING: Biasing eMuv a this daringing is u notermmn bracing, wind bracing, postal bracing or similar bracing uiueh is a pan of the Wilding dmgn W uhrch Irma be considered by the bwlding daugra. Bracing darn is for Lateral tappai of tom roembcn onlyto redact bwUiog b^Ph. hwisiom mum be made a anchor lurid bracing a ads aM specified loaiiom dnesrmad by the balding designer. Additional bracing of the overall anvnn may be required. (See Hl" I o%o w am K+ anhding designer frm Plate Institute. TPh is Located at 593 4005 MARONDA WAY muoDirrm M,u, -n 33719).Sanford, FL. 32771 Corr, ormt Fagnnring by: Tom Engineering Co.. P.A. all Sourddde Rd. Fecoor NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 367 MadalSon FL Ohutaot; FL 32766 10-0-6 0- 6-6 Face = 0- 2- 8 0- 8- 0 7Fna s_nn" Scale = 0.1327 Eng Job: (R . - 9jCOVK4 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:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\HS1.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HSIA Qty:l DESIGN INFORMATION TC: 2x 6 SP Y2 MULTIPLE LOADCASES -- This design is the joint Locations This design ufurnimn,mnlbwldingmmponwand BC: 2x 6 SP N1 D composite result of multiple loadcasea. 1) 0- 0- 0 5) 29-i1- 2 9) 20-10- 8 has bsabased mmforio,nmpw,dodymed;auThe 2x 6 SP M2 10-11,9-10,8- 9 User defined loadcases have been considered 2) 10- 0-14 6) 40- 0- 0 10) 19- 1- 8 emyerd` saam°uyrolnom'b,l'gf°rd'm'inn• WB: 2x 4 SP #3 in this design. 3) 19- 0- 0 7) 40- 0- 0 11) 10- 1-10 ionaresultofbadlyOfishodo10`101i-rbythecl and/ mdingsatrrualncdmthetramdestgscythediem2x4 SP #2 2-10,5- 9,0- 0 Bracing Schedule: g 4) 21- 0- 0 8) 29-11- 2 12) 0- 0- 0 and the cormnessoramuxyofthis infmmalinonit 0- 0,0- 0 Chords Max 0. C. From To In -Plant Quality Assurance with Cq= 1 roar rdale to a specific pmjas am arapsm All COMPRESSION Chords are assumed to be BC 48.0" 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per respwmbility or trmatenommrolwithregardtocontinuouslybracedunlessnotedotherwise. BC 48.0" 22- 5-10 27- 4- 0 sec. 3.2.4 of TPI-1-02, for joint(s) : hbnabon.handling. shipmentandutstallatsonoftrue"" Thu try has been designed a as r.i inddml building WndLodper ASCE 7-02, CLC, Ve. 12 h, Webs Brace Pt Joint to Joint P Sagl 4amgucmin atwrdanee uith ANS071 I.1995 and H= 15.0 ft, I- 1.00, Exp.Cat. B, Ratea 1.0 1/2 2-10,5- 9 MAX. REACTIONS PER BEARING LOCATION ----- NDSA7m beincorporated! npirtofthe building design Bld Type= encl L= 58.0 ft W= 40.0 ft Truss Bracing shown is for visual purposes only. X-Loc BSet Vert Horiz Uplift 2 Type by a Sinkiang Designer. when rn'eued for appr lby in INT zone, TCDL= 4.2 pelf, BCDL= 6.0 paf Continous lateral bracing attached to 0- 4- 0 1 1760 0 -833 B Pin be building desipres. The design loadings sewn min be el-k mbeareTnaThemusbon,,minagrmTau Impact Resistant Covering and/or Glazing Req either edge of web(s) shown OR a T-brace, 39- 8- 0 1 1760 0 -833 B H Roll with the local building man. local clintaicrecords for FORCES (lb) - Max Compression/Max Tension nailed flat to edge of web with 3"x 0.120" PROVIDE UPLIFT CONNECTION PER SCHEDULE indorm loods,project spmmrnroorq=W TOP CHORD 1-2es-5257/2111,2-3--3841/1592, nails spaced 8" o.c. T-brace must extend TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. a*Wloads. Unless slwauoahnnot b=dmgmd 3-4=-3376/1535,4-5=-3847/1593,5-6=-5254/2111, at least 90% of web length and be same 1- 2 -5257 0.51 A 12-11 4777 0.79 fin storage or occupancy loom The design nwno compression chords cop or bones") are canutumnnsty size, species, and HOT CHORD 12-11=-1787/4777,11-10=-1781/4776igrade as web. 2- 3 -3841 0.57 A 11-10 4776 0.89 braeedyd-hingunhmothcnisespetifed where 10-9=-1038/3369,9-8=- 1761/4773, 2x6 T-Brace required on any web over 14-011. 3- 4 -3376 0.28 A 10- 9 3369 0.43 broom duds iii-doomeatlullybrandlatmllybys 8-7=-1787/4774, .WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 4- 5 -3847 0.56 A 9- 8 4773 0.89 p1pp`rh'aW"angide;rhnathey'b011bbe In@ Webs 11- 2=-9/302,2-10=-1236/669, 11- 2 302 0.10 C 9- 4 1426 0.46 C 5- 6 -5254 0.51 A 8- 7 4774 0.76 mavmm spactog of lVd•a c connector plmes shall be mamshenud fsom 20 San F ha dipped gahanired algid 3-10=-458/1422,3-9=-1/19,9-4=-458/1426, 2-10 -1236 0.73 C 9- 5 -1227 0.72 C-------- GLOBAL MAX DEFLECTIONS--------- angASIMA653.Gadea4nnlenotb=.veshw 9-5=-1227/668,5-8=- 10/299, 3-10 1422 0.46 C 5- 8 299 0.10 C LL TL 3- 9 19 0.01 C in./Ratio in./ Ratio Jnt(s). FABRICATION NOTES I.Span-0.51/908-1.01/ 460 3-2 hrw to h6uatm the hbrimtm shall renew this Hori z . 0.33 0.64 NA dm.ieg to sniff this this dsamng is in conformists pith Max DL Deflection L/934 -0.50 the hbrvnofs plain and toralne responsibilityera ex g responsibility for such seriaadus tson. Anyessaepanries ue Lontermdeflectionfactor = 1.50gropm in •gulag befora ct-W a faDriaplate 19-0-0 2- 0-9 i- 19-0-0 shall lot be *mulled ma knotMne4a ku or einvtd I>< grain. Metttbeis shall be au hrughsnning wood to weod 1 2 3 4 5 6 bearing. Connector *= shall be mated on both fain of the units trim nails fully tmbemrd and &ball be s7m shoo the gum rules& ollterrise &hews A 3%4 pure is 6' wide . 6.00 V long. A 6sg p1m u 6' wide : g' Tong. Slav ( hole) inn parallel to the plate length spectlld. Double ads on 6, 8 6Y8 treb men Der& shall min at the xmruid of the webso o beruise shwa Connector glue sties art minimum star basil on the form shoun and may need in be increased fit certain handling ardor ermm snnstse Thu truss is nee To be hbrio srd with are rcu dam treated lino vnkn omerwsx aloun Fa additional inbaweion era Quality Control rcfv to ANSIRTI 1.1»5 8x 10 8x 10 PRECAUTIONARY NOTES 10- 1- 12 10-0-6 Au bactty and matron recnm modatima are to be Al fedlowCd in accordance Mth acocca dindustry 8.14 pn6uassmss Trusses are to be handled uith puetadm are during ludmgandbundling. ddrseq ad 8x I4 inualuaion m nail savage. Tcmpearyandpermanent 4-7-6 bracing for holding tames iv a anµht and plume ex10 BX10 0- - 6 for Meal fainslay 5X8 and inlaid ebe ssential ud aberL is and instalkd a Cared ed. Notional peouial errttien bracing i& alwtya rcgmrd. Normal prmanmaryaahtanionfmsteersrcamsa ssa:h ten*omry bracing during imW Wmsow® urine m mad towHng ad 3.00 3.00 atumoang. The strpe•jsntr derecim mtame stall be Face = 0- 2- 8 FBCt = 0- 2- 8 under me mmml a(pnsom e , iaeed in the r,,..•n•,l,m ofmuss. Pmfesstoml advice shall be sought 0-8-0 0- 8- 0 J needed. Consmration of construction lands grata than 14- 2-6 4-10-612- 8- 0 the design low all" notbe appl d to trainee in soy Ian k r, No lads other than the weight of the °arms sbau be 17609 8.00" 1760 .00" applied to trusses until aim all ra-mtng and bracing is 19- 1- 8 9- 19-1-8 2 1 0 0-0 4-0-0 0-08 COSMETIC PLATES (0,3119140) 2X4 R - -9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1495EARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: HSIA ERECTING CONTRACTOR, BRACING WARNING: LhMaronda Systems Bracing &hwvonthis drawwganmamwbnaog wmbndng.pnaalbracing orsimilar bracing %tichisapnotsit. Dfi rTLYChk7/22/2UU6 Wesel support of ut the building design and wmnsidod bymuss be the building designer Bracing shown is for m TC16.0 Lbr DF : 1.25 vcnbasonlyto mdum Welding knyh. Prmtsiom mtu be made to arches Mein] bracing at ends and speafidkatmsdssmrondbythebmldnngdesigner. Additional bracing of the cxwO stnnure nay be required. (See HIM 1 Live psf 4005 MARONDA WAY ng(T 171 s alUy oom%M. sro. TC Dead 7.0 psf Plt DF: 1.25 w ns2 O. C 2- 0- 0 Sanford, FL 32771 Compoocm Engismnng by. Tram Engineering Co. P A. 913 Soundside PA Fdemoq NC 27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE W0050068 BC Dead 10.0 psf Code: FLA 367 MadaMon FL Ghubsot; FL 32766 1 1 TOTAL 43.0 psf v4 . 7 . 32-60738 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobe\COVK4\COVINGTON K 4\BSIA.prx I l Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:HS2 Qty:l 1 DESIGN INFORMATION This design is fur an intlMdual building mnponcnt and has been based oo mfomrtm provided by the client. The dmgner, i-lai® M rvpowbifiry far damago a result of &Wry a inoorrm infOFM26M spxif=11C n and/or designs OuoisMd in the trusts designer by the client and the mrmnesa or aamny of this informYioo a it may MUIC to s romnc I am and a¢spts W rtsporttitrbty or aanse out control with regard to Wricatlma handling. duproeru and tonal&lion of tinsel This; tam has been designed a an indmdml building mntpoomt a aacordame with ANSUIPl 1-1995 and NDS-97 to be incorporated a put of the building design by a Building Designer. when reviewed for apprm,l by the building designer. the design loadings shown into be h e& to be slue that thedau shown m in apanrcm with the load building codes. local dinatie records for wind or snow Inds. project spai11cisum or special applied Icada Unless shown trim ham been designed for ttonge or omupaocy loads. The dcaga asmroo corn preaim duds (top or baton) are continuously broad by show rag mlen aheninu speafi d where broom cI I la teosm ore m nary brilod bucraW by s properly applied rigid ocrlin& they smuld be coined at a mtdmum spacing of I1Y4' ox. Connector Plata shall he tu lectured from 20 gauge m dipped ph-.d surd meeting ASTM A 653, Grade 40. uola otherwise thown FABRICATION NOTES Prior to Winans. the &briutor shall -- this drawing to menfy that this droving u in con(onnsnce with the & bricator's plus and to realize a continuing reap- liday for each scnnettion Arry disempanciea ore to be pm m wrong bdore amiag a &Miabon. Plata shall m be installed over kmthni- knots or distm grain. Members dull bean for tight filling wood to wood hearing. Connector plum shall be loot d on both film of the trim with oath hilly imbedded sell Shall be sM about the joint mlm othcwtse d»wn A 5x4 pole u 5' wide x 4' long. A 6xg plate is 6' wide x I' keg. Slou (holm) not pudle to the plate length specilld. Double ores on web members shill min at the tmueid of the wells unless otherwise shown. Ceeeeesa plate Sim art mini® loss based on the form drown and my reed to be increased for certain handling andfm cttnnon arr4aea Thu truss is not to be Wmicaud with nre retardant treated lumber unless otherwise shown For additional informatim to Quality Control rda to ANSIRPI 1. 1995 PRECAUTIONARY NOTES All brain{ sad erected recommendations arc to be Wimcd to socordaoa with amepted industry pteliaiona Timm are to be hamltd with particular care dunng boding ad bummg. delnay and tnnais ion to mold damage. Ternporsry and pervaricist truing for bolding trrmes in a straight and plunk position and for resisting lateral form ell W designed and lnstalkd by eth- Careful b.7ndling is esscausl and erection bracing u always required Normal precautionary Kum for utem regtdm such tmgtorsry tracing during itmal& rm between tnusso to avid loppltng and daWooung. The mp m' of erm6w of tnmm dull be under tic etwurN ar rains experienced io we ae. tt-tr err uua Proftmioml advice dell be aaught naddeoaocouatiaoOfums>nKtion Io.as greater than the design loam she m be applied to tnmm at any ti,tte. No Iouls other than the weight of the erectors shall be spplied ueut>m uwl afterallfavening and bracing is TC: 2x 6 SP # 2 BC: 2x 6 SP # 1 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP # 3 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rotes 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Trues in INT stone, TCDL= 4.2 pef, BCDL= 6.0 pef 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, BOT CHORD 12-11=- 1903/4181,11-10=-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, 17-0-0 6. 00 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaees. 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( 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 name 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 0.48 C 2-10 -945 0. 67 C 9- 5 -944 0.67 C 3-10 1502 0. 48 C 5- 8 225 0.07 C 3- 9 2 0. 00 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.47/ 981-0.93/497 3-2 Horiz. 0.32 0. 64 NA Max DL Deflection L/ 999 a -0.46 Long term deflection factor = 1.50 6x8 6-0-0 6x8 Dint 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 MAE. REACTIONS PER BEARING LOCATION----- T-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -861 B Pin 39- 8- 0 1 1760 0 -861 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -5271 0. 44 A 12-11 4781 0.77 2- 3 -4168 0. 52 A 11-10 4792 0.85 3- 4 -3682 0. 29 A 10- 9 3680 0.56 4- 5 -4169 0. 52 A 9- 8 4791 0.85 5- 6 -5270 0. 44 A 8- 7 4781 0.77 17-0-0 3. 00 -3.00 Face = 0- 2- 8 9-0-6 0- 6-6 Face = 0- 2- 8 0_8_0 ,0- 8-0 1760# 8.00" 1760# 8.00" 17-1-8 5- 9-0 17-1-8 0-10 11, 8 2 1 0 40- 0-0 EXCEPT AS SHOWNMIUA ARE MiTek MT20 Scale = 0.1437 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing wen on this doming ismerectmbracing.windbracing.portalbluingorumilubrxingwhich isapanof wl>w engdoupand which tnt betntmrs deredbythebuildingd=Vw.Berngxhwnafm&leralsuppen of members only tored=buckling length PM'nions nuns be Made to anchor lateral branng at ends and"Patfied locations -mined by the building designer. Additional bracing of the aWl structure cony be required (See HIB-91 ofTPl).Fmspoetretrussbrscingreweemeruaucsbuilding desugtcr.(TrussPlate lnnnme, TPI is rooted at533 WDWrio DriMadnsom wisw on 53719) me. Compopou Engineering by: Tram Eagimrtng Co.. P.A., tit SoundRd Edenton. NC 27932 Enq Job: Dwg: Dagnr TLY Chk' WQO QC4 NOW TI: HS2 7/22/ 2006 Maronda Systems TC Live 16.0 psf TC Dead 7.0psfBC Live 10.0 psf BC Dead 10.0 Pelf I TOTAL 43.0 psf Lbr DF : 1.25 Plt DF: 1.25 O . C .: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4 . 7 . 32-60739 400S MARONDA WAY Sanford, FL. 32771 321- 3913 Fax LICENSE MAS PONCE TOM AS PONCE P.E. LICENSE rtOOSOO6B 367MedamonFLChuhlots. FL 72744 nauie,xxe mAeri. A-1- i. Prefilw PAth_ C-\TYH-LOK\ Wark\Jnba\COVR4\COVINGTON K 4\HS2.orx I ' Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:HS2A Qty:l DESIGN INFORMATION This deign is fin an Indnvidtal bolding mmpooem anal Isis b® bard on iaformadco Wavided by the diet 71e dmgte dtdaims any mspo oiwiry fin d _ an a result of rang a inanem uifotmtion. spool{utgn EW. datgn Runished to the tram designer by the elicits and the mrneaess as Kenney of this information as it may relate in spefla pmjra and soxW m respo stubly in emmim no, control wwh mprd to fKbriatiot, handling. shipment and installation of 1raOa. This tram has ban dmprd a an indnidual Guldeng mmponmt in aoardatsee oath ANSVfPI 1.1993 and NDS.97 to be incorporated a pan of Use Golding design by a Bmldiug Dmgn es. When rmiewd lint pprw,al by the building designer. the design loading shma manse be bested to b< sine Thal Ne datashasr am do agnrnsent wub the loaf building codes. tool climate meords for wind w sroir lads p ttsm spoes tiom or special applied lads. Unless shown. tram hn no been design fin ttoap w aaaas;-7 Mods The design nssrme mrgaemoo rLads (top at bosom) are c nainnnocdy brxN by shesefteg unlm ahern,dx speeilkd Whene bartom chords in tamer am oo Polly linseed laterally by a psopetly applied ngid Calmly they should be Gaoed in a maai- span{ of Idd' ate Cmmin plate shall be mmdaamd from 20 pope ha dipped ph -ad steel messing AM A 633. Grade 40. unless ahenwse shone FABRICATION NOTES Pro to fabriatMn, the bbriota shall mien, this dining to sady that this daring Is in oonfamusns c wild the faGiomM1 plans and in ralia a eooioning respomb" fa such %vitiation. Any disvepa t:ae s am in be put in venting begone tinting or fabriestion Rate shall taa be losulkd av kma icmu o disioted gram Members shall be M fin tight rating Food to woad bearing. Comma plate shall be looted on bah faces of the tnm with oafs hilly ioibe0dod and shall be qn. about the joint un' other -se shown A Us plate is 3' wide a V Mpg. A 6.2 plae is 6' wade a S' long. Sloss (hole) ma paralld to the plate length gecill Double am m verb member shall eta at the Cemnord of the webs unless ahertix dhows cameo plane am am mot - sue based on the forces shown and may need to be Inlmmixd for certain handling and/or aeaian any This tram is not to be fabricated wash fire retardant limited unlm ahcmetse sown. Fa adNtaad information oo Quality Coastal rdo to ANSVIPI 1. 1995 PRECAUTIONARY NOTES All brsdng and eetian nsaamnesdations ape M be fo0ewed in nomfetsm wnh seeped industry p bliatims Tsum ape to be handled uaih paniala ease dung banding and hindling, ddnvy and installation to asvd damage. Tempormy and pavaaa Wide& fin holding inure in a aright and plumb position and for mess ing lateral foam shall be designed and imWkd by oebem Careful handling is eetentisl cad aetiicn bndng is alwaia rtquir d Normal precaution" tenon fm trim rtquines inch temporary biasing during vend, n hennaen tmm to rvestd toppling and dominesing. The nWvtdw of eeam of trusts shall be undo the costal of person apuienad in the installation of inures. professional adwm shall be saughi if needed Conmaation of cenammion loads gore than the dap Inds shag nor be applied M trim as nay time. No loads other than the wdghi of to action shall be applied M tam until a0a all fastening end bramng is oompleed TC: 2x 6 SP 92 BC: 2x 6 SP O1 D 2x 6 SP Y2 10-11,9-10,8- 9 WB: 2x 4 SP N3 2x 4 SP N2 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, Ves 125mph, Hea 15.0 ft, Ies 1.00, Exp.Cat. B, Krt- 1.0 Bld Type= encl L= 58.0 ft W= 40.0 ft Truss in INT atone, TCDL- 4.2 pef, BCDL- 6.0 psf Impact Resistant Covering and/or Glaring Req FORCES ( lb) - Maas 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- 5es-944/551,5-8=-23/225, 9- 1-12 0- 6-6 Face = 0- 2- 8 MULTIPLE LOADCASES -- This design is the oint Locations composite result of multiple loadcaaes. 1) 0- 0- 0 5) 30-11- 2 9) 22-10- 8 User defined loadcasea 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 Horir Uplift Y Type Continous lateral bracing attached to 0- 4- 0 1 1760 0 -061 B Pin either edge of web(s) shown OR a T-brace, 39- 8- 0 1 1760 0 -861 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 -5271 0.44 A 12-11 4781 0.80 sire, 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'-0". 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(a). I. Span-0.47/981-0.93/497 3-2 Horir. 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 3. 00 6x8 6x8 fi. 00 3. 00 9- 0-6 0- 6-6 Face = 0- 2- 8 0- 8-0 0-8-0 14- 2- 6 6-10- 0 12- 8- 0 -` 1760118. 00" ' ,, 1760 .00" 17- 1-8 5-9-0 17-1-8 0-, 101,8 2 11 0 40- 0-0 7 0- 0 COSMETIC PLATES{ ) -V (48)2X4 (R . 19) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1536 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING AARNING: Dwg: TI: HS2A 1Naronda Systems Bnnngshouw anthis drawing is not aefoo bradog oind bran} Paul Gating o amilu Gaming n,hieh i, a pan of the Wilding design and witch tma be mntide ed by the Golding designs Brang shwa a fin lateral suppon of tea Ds gnr : TLY Chk : 7 / 2 2 / 2 0 0 6 members pally to mch buckling length. i' mutoa onto be made to nrhor Wend bracing at ends aid Wal'im locations eea,mnd by the building desipa. Additional braag of ibe merall annraine taay be napmred. (See HIB-91 TC Live 16.0 p s f Lbr DF : 1.25 4005 MARONDA WAY VO ritsDm e.ne R' wsconsins3719). s. consists 'lmmc 7PI is Mat`d asu p OPlt.0DF: 1.25 TCDead7.0 sf Sanford, FL. 32771 Component Engineoing y: Tram E4i nS Co. P.A., Ilg SaMside Rd Edmnn. NC 279)2 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 WOOS 0613 BC Dead 10.0 paf Code: FLA 367 Madamon PL Cheduots, FL 32746 TOTAL 43.0 psf v4 . 7 .32-60740 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\HS2A.orx I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HS3 Qty:l DESIGN INFORMATION This deep is for an indnidrul building comaomenl and ba been based of Information provided by the client The deegov duelaims any responsibility for damages as a result of unity or tommm Information. spetepicat,o,s atdAe designs drrnided m Lite trim designer by the client and the mrsomress o mealy of this informumo n a my rdm to a sped lk POJm and accepts no responsibility or e,ercise m neutral with regard in fabriation. handling, shipment and installation of irua a This bus ha b® designed n an individual building mnI in accordance wltb ANSVTPI 1.1995 and NDS-97 to be incorporated n pan of the building deep by Building Dwipser. Wben reviewed for appraal by the budding designer. the drop loadmp shown .no be checked to be sure thin the dam sbowm are In agttrmeu with the local building code, local dimatic r®rds for rind or coo. lolls, pm)ccl spmfk,, cam or special applied lads. unless shoos tram has not been designed Ibr amp or omganey Imds. The dmp assume svnpr®m cI I (cop or bottom) are enmimnisty biaad by shethiry nodes other rpeufied Where bosom deeds ins misioo are m fully braced Imvaly by a woo y apple npd ¢fling• they should be broad at a madsnem spacing of Id-0' o e Cconmo plain shall be mamtAawd from 20 pope hot dipped phwnie d sted coming ASTM A 653. Grade 40. unless oth- shown. FABRICATION NOTES Prior to fabriotiai the fabnoror stun miew ibis drawing to,trd)• that this d-nil is in conformance unh the fabricator's plain and to rcalin a continuing ra lootio liry fo such %vMcmm. Any disuepmcies are to be pm In venting before cutting a fWnotimr Plate shall not be Installed over kmthdq knots or distorted grain. Members shah be net fo light lining wood to wood baring. Comeaor plate shall be located m bah fro of the tram.nth nails ndy imbedded and dial) be sync about the pm unless otherwise show A 50 prate is 5' wide c J' Imy A 6x2 plus is 6' wide x /' king. Slots (Mks) rut parallel to the plate length specified. Dote* eras on web numbers shall men at the asumid of the nets unless tabowise shows Connector plane idea lie mm- am based oa the fours shows and may and to be increased for mnain handling adkr emion rarma This oust u eat to be mbrintd u,th ere retardant wind hums aim ed - shows For dNtiorul mformurm on Quality Co m l refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES AD bracing and ermm raamnndatiom ant to be followed in tawrdarce with somptted industry pmlicauom Trine am to be batd4d with particular care, during bonding and bundling• delivery tad itmalLtioo m nod damp. Tcraporsry and permateu bracing for bolding tomes in a straight tend plumb position and for re9aing Wed force shall be designed and iavalled by raisers. Careful handling a essesdial and ermiou bracing a slws)s required. Non al prtamrooary amen fa u>mes requires such teiporm) basing during Installation bcm= uusse to avoid toppling and d®irs ing. The svpovssion or eroa m of tosses shall be ender the contra of persons eVentaod in the t...,•n..;,., of u,»a Professional sd a shall be sought V merdnd. Ctmenitmm of convection toads game than the deep loos shall not be applied to tntsics at any time No loads caber than the weight of the amen dace be applied to tames until the all fastening and bracing a TC: 2x 6 SP N2 MULTIPLE LOADCASES -- This design is the BC: 2x 6 SP #1 D composite result of multiple loadcases. 2x 6 SP #2 9-10 User defined loadcaaes have been considered WB: 2x 4 SP #3 in this design. 2x 4 SP #2 2-10,3- 9,5- 9 In -Plant Quality Assurance with Cq= 1 All COMPRESSION Chords are assumed to be In -Plant Quality Assurance, per continuously braced unless noted otherwise. sec. 3.2.4 of TPI-1-02, for joint(a): WndLod per ASCE 7-02, CiC, V= 125mph, 4 e= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 FORCES (lb) - Max Compreasion/Max Tension Bld Type= encl Lee 58.0 ft W= 40.0 ft Trues TOP CHORD 1-2=-5238/2301,2-3=-4512/2016, in INT zone, TCDL- 4.2 paf, BCDLeo 6.0 pat 3-4--4013/1906,4-5=-4513/2016,5-6=-5237/2301, Impact Resistant Covering and/or Glazing Req BOT CHORD 12-11--1973/4740,11-10--1979/4769, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 10-9=-1495/4012,9-8=-1979/4768, 11- 2 194 0.06 C 9- 4 1569 0.50 C B-7--1972/4739, 2-10 -593 0.47 C 9- 5 -592 0.47 C Webs 11-2--40/194,2-10=-593/410, 3-10 1569 0.50 C 5- 8 195 0.06 C 3-10=-498/1569,3-9=-1/1,9-4=-497/1569, 3- 9 -1 0.00 C 9-5=-592/410,5-8=-40/195, 8- 1-12 0-6-6 Face = 0- 2- 8 Jo iat 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 1) 40- 0- 0 11) 8- 1-10 4) 25- 0- 0 8) 31-11- 2 12) 0- 0- 0 MAI. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -882 B Pin 39- 8- 0 1 1760 0 -882 B H 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 Soria. 0.31 0.61 NA Max DL Deflection L/889 = -0.52 Long term deflection factor = 1.50 15-0-0 44 10-0-0 15-0-0 1 2 3 4 5 6 6.00 6.00 3.00 -3.00 8-0-6 0-6-6 Face = 0- 2- 8 0-8-0 0-8_0 1760N 8.00" 17609 8.00" 15-1-8 9-9-0 15-1-8Ak 12 0-J0T,8 1 0 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: Ma ro n d a Systems Bracing sham cmIha droning s not croamm bracing. wind bang. portal bracing or similar bracing which is a pan of the building sleep and uitndt men be considered by the builErng designs. Bracing shw9 is fm lateral support N um members only to educe b ckling length Prm,aons must be made to anchor mural bracing at ends and spwfl 4eations decr=tied by the building deagtet. Additional bracing of the ovanall arueure may be upmte nd (SHB5-91 mfl of TPI) Fo epe. bracing require ear s. contact Wilding designer (Tram Plan lnstimta TPI is bad at 535 4005 MARONDAWAYD'Onofnu Dine. Madieq Wisconsin 53719) Sanford, FL.. 32771 Comaorieru Engineering by, Tram Engineering Co. P A.. 118 So udside Rd Edema NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE aa0050D68 367 MadsMon FL Ghistian* FL 32766 Eng Job: Dwg: DBgnr: TLY Chk: TC Live 16.0 paf TC Dead 7.0 paf BC Live 10.0 pef BC Dead 10.0 pef O y8 R - 3- 9) Scale = 0.1585 WO: COVK4 TI: HS3 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\BS3.prx l I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HS3A Qty:l DESIGN INFORMATION This rump is for an tudiurmul binding tmnpotnrnr and has been bard on information prwidrd by the don The design= disotaitm any rap onsibliy fa damage a a result of duly or inmrimt info atm specifications asdla designs Ilwishd to the term designer by the diced and the oar earee or accuracy of this information as it may won to sp ill. props and .oxp; on mspoatWity or eceaa no mural Yoh regard to hbrioua i handling, shnpnm and installation of trusses This truss; has been designed as an individual balding mrnnaoornt in assiordiuvorMilt ANSln?l 1.1993 and NDS-97 to be ineorporated as put of the ddWuy design by a Building Designer. When mimed for opprosud by the bulding designer. the design loadings ahaae mat be deal to be sure this the d2u sboom are in apmniw nth the load building codes local dimatc -ids fa Yied W srorr leads, project speafneatiom or special applied leads. Unless shown, truss has oot been designed for storage «omnpancy loads. The design assures chords (tap or baton) are oontinnatudy bramd by,drachms unl- otln_= spM,&d. Where bottom chords i. I- are = oily hoed Iuc aU) by. prapeily applied rigid coling, they should be braced at a eirminnion q=.g of I0'.0' o e. Connector paves awl be mun6rnued ftm 20 gage hot dipped gahvaWmd seed owing ASTM A 633. Grade 40. mks alter in shwa FABRICATION NOTES Prior to fabrication, the fabricator shall mice this dressing to %tnf' Was this draoing is in conforms= with the ebricatoh plans and to rohne a omhmtitg responsibility fa aoch.vi(fotim Any dixreparcks are to be pm in .riling before etting or Mriotsm. Plain shad not be issued osc knethel=, kmss or dissoried gnun. M®bers sbae be out ra tight fining mod to Yaod boring. Comers plain tall be Ioeatod oo hob l'nxs of the units nth =b wy imhomm and shall be aym about the pion unless oshe six shoos A 5u4 pwe is 3' aide s 4' long. A 6.3 plate is 6' aide s ll' lag. Slats (holes) run parallel to the plan Length spmifkl Double cuts on arh monbes shall meet at the ceouoid of the nehs unless othenn sboan. Connasa pave silo are mnimm sires based on the form sboun and may need to be increased for anain handling .&. errnim ereoes. This stun is net m be fihi-m Yith rue mudam treated ht e colas atber- sboan For adda e.] informuan on Quality C.aad refer m ANSVIPI I.1993 PRECAUTIONARY NOTES All bracing and ermiott t»mnmmdxiom are in be 1611mrd in aomrdam aith accepted industry publ-dms. Tntsm are to be haodim Y,th pamwlar eare during boding and bundling, delivery and installation to avoid change Temporary W pwancm bracing to holding Ntsa in a straight and plumb positkn and fW resisting wed face Wall be designed and installed by olhet Careful handling is essmal and tsmm haaN b daayl rNmrm Normal prreuuooay tlim lh trusses requires ucb tempony bracing during iasalluim be.r=t trusses in awd toppling and cotmnehng. The supenisioo demolition ortrusses shall be under the control of persons o mirieocd in the installation of termer. Professional adsim shall be sought drsmim Costwunsion ofoxweion leads greaser than the dingo bads shall net be opplab to ter® at any Lime. No bads other can the neigh of the erectors hall be spplud to tomes unW alter all Uscung and biasing is TC: 2x 6 SP N2 BC: 2x 6 SP N1 D 2x 6 SP 82 9-10 WE: 2x 4 SP A3 2x 4 SP N2 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, Ves 125mph, Hea 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 psf, BCDL= 6.0 pelf 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 15- 0- 0 6.00 8- 1-12 0-6-6 MULTIPLE LOADCASES -- This design is the Joint Locations composite result of multiple loadcasea. 1) 0- 0- 0 5) 31-11- 2 9) 24-10- 8 User defined loadcasea have been considered 2) 8- 0-14 6) 40- 0- 0 10) is- 1- 8 in this design. 3) IS- 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 48.01, 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per BC 48.0" 20- 3- 0 21- 4- 0 sec. 3.2.4 of TPI-1-02, for joint(s): Bracing shown is for visual purposes only. 4 MAX. REACTIONS PER BEARING LOCATION----- FORCES (lb) - Max Compreaeion/Max Tension K-Loc BSet Vert Boris 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(a). I.Span-0.54/865-1.06/438 4-3 Boris. 0.31 0.61 NA Max DL Deflection L/889 = -0.52 Long term deflection factor - 1.50 6x8 6x8 15- 0- 0 3.00 1 -3.00 Face = 0- 2- 8 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 1760118. " ' 17 .00" 14 15-1-8 9-9-0 15-1-8 0 03A 12 11 0 40-0-0 0- 0 R - 3- 9) (R - 3- 9) COSMETIC PLATES (4)3E6 (40)2E4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing ihntrti on this dr7aing is = eNioY birders, rid brsdnj, load bmmnj orsittuw boxingO'blah is pan of the buddies design and omuhichnbe madded by the building designer. Bnseng shown is fa Waal suppon of truss wismemhen only to redinoe budding kng h Ptonsiom buss be mode to awlw alarm brag at aids W specilkd lootiom -mood by the balding Aesijner. Additional bracing of [be overall roue ue may be required. (Son Hf&91 dio) building ff plate ° located at sea 4005 MARONDA WADOW& Dri%v. Mam wm=n53719. Sanford, FL. 32771 Component Engineering by Truss Engineering Co. P.A., 112 Smndstde R4 Edenton, NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50068 367 Madamon FL Chu(uoRa, FL 32766 Eng Job: Dwg: Dsanr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 pSf BC Live 10.0 psf BC Dead 10.0 psf 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-LOK\Work\Jobe\COVK4\COVINGTON K 4\HS3A.prx Job: COVINGTON K 4 Customer:104 UPLIFT D.L. WO:COVK4 TI:HS4 Qty:l DESIGN INFORMATION This design is for an inditxdual building omnnporsent and ha been based on informubn p-dd by the clew. The deagv dsr3alua Any responsibility for danugs a A man of 6Wry or inenrrea inths-no n. sip orcuioro and/or Am gm harrushed M the wn designer by the diem And the correctness As amuay of this Infomurion As it may relate m a specs projetl and snips no repmsnbilitya e¢rciss ne oentrd with reprelto bbnotlin hutlliny shiprcm and installation dtrusts This term has been draped a on ,,A..h W building mmpooem In Azorda tc: nth ANSVIII 1.1995 NO RDS-97 M be incorporated as put of the building design by Building Design- When reviered for @ppro,+l by she building designer, the design ladlnp shwa muss be chatdd to be care that the data sham are in agseemem with the Mal building codca. loot dimxk reenrm to, wind As sans, loodf. PM%cl q=liilinm or special Applied Made. Unkes storm. cuss hn not been designed fur storage a omepanq• loads. The design .rani mmpreWasa chords ( top or boaom) Are continuously braced by sbathing omen otherwise specs . Where boarin duds M tension Are not wry braced tarrnly by property apphd rigid a.ing, tbey shined be bated Ala maxim spacing of 1(r-0- o e Coormor plan "I be mamnLdurd from 20 gauge has dipped gsahmad staI mining AM A 653. Graft 40. unless othuwsse At - FABRICATION NOTES Prior M hbriatinn the bbncnw shall rc,x this dining M % xr* that this drawing so ,n confomunce wilh the abrkwoes plaa And to realin a continuing mspmebildy fa Fieb miflouon AM dneeyame Are: M be pm in writing bdore sung or blincetim Plata shall m be installed my knothole, knees a duwrmd Vain Membe s sho11 be cut for tight fining wood M wed basing. Connector plan Wll be load An betb hoes of the torn mtb nib wy inbcdded and stall be $)m about the joint - ahawire shwo A 5x4 plate is S' wide x A- long. A US pMs is 6- wide x I- long. Slots (holes) nor parallel M the plate knph speafid Double one on win m® ben shall ram in the nemes roid of thewebs -al othows xshown Comma Platesize Ara minimum sits bald on the form shwa and may read M be irvasd fm certain handling andfa erection slimes This Iran as not to be tibriad mth fire naardam uotd amber unlat abmxx stern. For and,lioral infomestion An Quality Control refer to ANSVfPI 1.1995 PRECAUTIONARY NOTES All racing and erranon Rmnmcndatiom Are to be fo.Mrd in Accord- nes mtb accepted industry pbliotiom Tam Are to be handled with puucWu case during banding and bundling, det wy and in udli oon to add damage. Temporary and permanvu tracing for bolding amu in a straight and plumb potitim and for smiting lateral farm shall be dinged and installed by others Cardid handling is essential and senior tracing a always requited. Normal pecaulmary Kisco for uum rtquira Fish tcmponry bracing during imWlati-between outset to naid toppling and dammoing. The wpervidm d ermine of truss shall tr under the cloud of pzmnu tayerx4sced in the installation of tms Professional advice dull be sought if needed. Cneantrauen of ommronm lneds greater than the dingy loads &boa m be spot M tresses at any uma No lads.her than the wcight of the crouton shall be applied to trust until titer W r st- Ali and binary is TC: 2x 6 SP 82 MULTIPLE LOADCASES -- This design is the BC: 2x 6 SP Y1 D composite result of multiple loadcases. 2x 6 SP 82 10-12 User defined loadcaaea have been considered WB: 2x 4 SP i3 in this design. 2x 4 SP R2 3-11,5-11 In -Plant Quality Assurance with Cq 1 All COMPRESSION Chords are assumed to be MAR. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. X-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7- 02, CiC, V= 125mph, 0- 4- 0 1 1760 0 -892 B Pin Her 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 39- 8- 0 1 1760 0 -892 B H Roll Bld Type= encl L= 58.0 ft W= 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in INT zone, TCDL= 4.2 pef, BCDL= 6.0 psf TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. Impact Resistant Covering and/ or Glazing Req 1- 2 -5205 0.39 A 14-13 4698 0.76 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 2- 3 -4757 0.43 A 13-12 4740 0.64 13- 2 192 0. 06 C 11- 5 689 0.27 C 3- 4 -4865 0.37 A 12-11 4242 0.66 2-12 -341 0. 23 C 10- 5 1474 0.47 C 4- 5 -4865 0.37 A 11-10 4243 0.66 3-12 1473 0. 47 C 10- 6 -341 0.23 C 5- 6 -4758 0.43 A 10- 9 4740 0.64 3-11 690 0. 27 C 6- 9 192 0.06 C 6- 7 -5205 0.39 A 9- 8 4699 0.76 11- 4 -301 0. 09 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.48/ 961-0.95/487 4 Horiz. 0.31 0. 62 NA Max DL Deflection L/ 989 - -0.47 Long term deflection factor As 1.50 7- 1-12 0- 6-6 Face = 0- 2- 8 0-8-0 1760N 8.00" 4 13-0-0 14- 0- 0 2 3 4 5 6.00 6x8 3x4 6x8 Joint Locations 1) 0- 0- 0 6) 32-11- 2 11) 20- 0- 0 2) 7- 0-14 7) 40- 0- 0 12) 13- 1- 8 3) 13, 0- 0 8) 40- 0- 0 13) 7- 0-14 4) 20- 0- 0 9) 32-11- 2 14) 0- 0- 0 5) 27- 0- 0 10) 26-10- 8 FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2=- 5205/2322,2-3--4757/2130, 3-4=-4865/2240, 4-5--4865/2240,5-6--4758/2130, 6-7--5205/2322, HOT CHORD 14-13=- 1997/4698,13-12--2013/4740, 12-11--1628/4242, 11-10--1628/4243, 10-9=-2013/4740, 9-8=-1997/4699, Webs 13-2=-59/ 192,2-12=-341/312, 3-12=-525/1473, 3-11--274/690,11-4=-301/287, 11-5--274/689, 10-5=-526/1474,10-6=-341/312, 6-9=-59/192, 13-0-0 6 7 6.00 3.00 1 L3± L 13-1-8 RO- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems I 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE NW50060 367 Medallion FL Ehuh4o* FL 32766 2 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sMwn on this dm"ng is nil amine bracing. Bind bndns portal bracing a umita baring wbrh a a pan of the building dmge And such ram be considered by the building deapeer. Bracing shun is fm lateral support of inn menders only to reduce bristling lengb. Praision must be made to Anchor lateral tracing at ends and specified Marian dctermired bi the building designer. Add,tmn&I bung of the osvall armors may be required (Sit KB-91 afTPI) Fa spmit, tam tracing req„irer,vas. corrran building designer (Tara Plate uminan TPI is looted At S113 D'Onofrio Dmc. Madison Wcmten 33719) Component Engiasring by: Tnm Engineering Co. P.A. 818 Soudside Rd. Edemon NC 27932 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 osf 7-0-6 0- 6- 6 Face = 0- 2- 8 0-8-0 1760t18. 00" Scale = 0. 1585 TI: HS4 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-60743 Design: Matrix Analysis Profile Path: C: Jobe\COVK4\COVINGTON K 4\HS4.orx I I I Job: COVINGTON K 4 Cuetomer:10# UPLIFT D.L. WO:COVK4 TI:HS4A Qty:l DESIGN INFORMATION Thu dmp is for an indndual Wilding mmpoom W has been based on information prmided by the claw. The deriptc duclaims a" responsibility for dxmger a rmtl of fndry a incornm Inforution, spccdlcation, anNar desips Porished to die trim daipu by the triad and the trimness or accuracy of this information as it may elate to a specific prtl)cct and accepts on re>mrsabrllry a mercim no control with regard to Otbriotioq hammin& sMpmau and installation of to ""' This I= has bmh d=gmd n an individual Wilding omDoa In a000rdim- with ANSVIFI 1.1995 W RDS-97 to be inorponded as pan of tlx building design by a Building Designer. When mvwcd for approawl by the 1wim- design=, the dingo loadings showy Isom W clicked to be sine this the data shows ass in agseeacn mth the local building odes, local climatic records for wand or ooi, loads, pmjec spmllotms or special applied loads Unless shona truss has not b® draped mr storage or occupancy loads The dmp ass u as eoopinsim chords (top or baton) are omimruly bratad by shoihnng odes athetwix spco . Where bottom dlords In 1®n ue not fully bract lataaly by. properly applxd rigid mlmg. they Hold W braad at a mi ®m spacing or 10'O' o c. connector plait shall be wmfioued hum 20 page but dipped gaha u d sm d mining ASTM A 633. Grade 40. -Olin oticssnae shun FABRICATION NOTES Prior to fabrication the hGicamr shall micw ibis dmsang to vent' OW this drawing is in cardw uncc with die fabricators plain and to mahn a awunmdng resprrns'hihy for orb vail catax. Art' ducapandes ate tobe tim m writing bier timing or 6brirauoo. PWa shall not be imdalled oar= kmthdec knots or dummid Vain. Members shall W a fa ti& fnitiog wood to wood bearing. Connmor pWa shall be loam on bah far of the tssm mLb nails hilly imbedded and shall be Wn. about the pint unlm ahartac show- A 3%4 ptme is 5' wide x 4' long. A 64 pWe is 6' wide s k' onng. Slots (bola) rut parallel to the pale loiph spoi0ed. Do bb cina on wed rumbas shall ruin n the owmd of the webs mlm alrJwsse shown Ctlnrlmer Plve Sias art minimum aims based on the foie- sbowv and may need to be Inansd for certain harndhng aidka error aiiessea This truss is not to be fabliaim with rim rmrdom trim hhmba - Olin aherwiic sboun. For additional Inform- onQmhty comid rda to ANSVIW 1.1993 PRECAUTIONARY NOTES All bracing and erectionmom urm-6--ate tobc falowrd in accordance mth otaztxnd industry ptbliatiml Trlma am to be handled with panictdar am Wring banding and bundlin& delivery and insalW iontoasvd damage. Temporary and paeurem bracing fin bolding truss In a sintighl and plumb position and fa mining Waal faces full W dmgnnd W i-1hal by oibm CamlW handling is enentul and emalah bracing is always spored. Normal preomiomry scion far mini requims such temporary bracing being ine.Ilw,wm between Inaf= to mad mint and domioing. The aupervlsioc of umron of inter shall be undo die mind of pcnaai evperierhmd in the i.aall+„nn of Nita Pint® aW ad%im eha)l be W01 If nodal Corom rinuoo of ansnssion lade grater thin the deep lads dull to br ppled to trusses at any time No was aher than die werghl or the amors she] I be appltd to uussa imul aha all 0mwng and bracing is TC: 2x 6 SP N2 MULTIPLE LOADCASES -- This design is the BC: 2x 6 SP #1 D composite result of multiple loadcases. 2x 6 SP #2 10-12 User defined loadcases have been considered WB: 2x 4 SP N3 in this design. 2x 4 SP N2 3-11, 5-11,0- 0 Bracing Schedule: 0- 0,0- 0 Chords Max O.C. From To All COMPRESSION Chords are assumed to be BC 48.01, 0- 8- 0 14- 2- 6 continuously braced unless noted otherwise. BC 48.01, 20- 3- 0 27- 4- 0 WndLod per ASCE 7-02, CiC, V- 125mph, Bracing shown is for visual purposes only. H= 15.0 ft, I= 1. 00, Exp.Cat. B, Kzt= 1.0 FORCES (lb) - Max Compression/Max Tension Bld Type= encl L= 58.0 ft W- 40.0 ft Trues TOP CHORD 1-2=-5205/2322,2-3=-4757/2130, in INT zone, TCDL- 4.2 psf, BCDLo 6.0 psf 3-4--4865/2240,4-5--4865/2240,5-6--4758/2130, Impact Resistant Covering and/or Glazing Req 6-1=-5205/2322, WEB. ..FORCE..CSI. Cr .WEB. ..PORCE.. 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 0.41 C 10- 6 -341 0.23 C Webs 13-2=-59/192,2-12=-341/312, 3-11 690 0.21 C 6- 9 192 0.06 C 3-12--525/1473,3-11=-274/690,11-4=-301/287, 11- 4 -301 0.09 C 11-5--274/689,10-5--526/1474,10-6=-341/312, GLOBAL MAX DEFLECTIONS--------- 6-9=-59/ 192, LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.48/961-0. 95/487 4 Horiz. 0.31 0.62 NA Max DL Deflection L/989 = -0. 47 Long term deflection factor = 1.50 7- 1-12 0- 6- 6 Face = 0- 2- 8 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) 10- 0- 0 13) 7- 0-10 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 MAX. REACTIONS PER BEARING LOCATION----- K- Loc BSet Vert Horiz 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 SC®ULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE.. CSI. 1- 2 -5205 0.39 A 14-13 4698 0.80 2- 3 -4757 0.43 A 13-12 4740 0.66 3- 4 -4865 0.37 A 12-11 4242 0.67 4- 5 -4865 0.37 A 11-10 4243 0.67 5- 6 -4758 0.43 A 10- 9 4740 0.66 6- 7 -5205 0.39 A 9- 8 4699 0.76 13-0-0 14-0-0 13-0-0 1 2 3 4 5 6 7 6. 00 3.00 6.00 3.00 7-0- 6 0- 6-6 Face = 0- 2- 8 0-8- 0 0-8-0 14- 2- 6 L 7- 1- 0 12- 8- 00 1760 8.008.00 1760TOO" 13- 1-8 13-9-013- 1-8 0 0 4 3 2 40- 0- 0 0 0- 0 R - 3- 9) (0- 3- 9) COSMETIC PLATES (4)3K6 (48)2E4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro n d a S ys t e MS Brxtnbo g sun on this drawing is noterccbracing. tion bracing. mind brazing. portal bracingor similarbracingwhich is a pan of the btulaing deep W which tom bcam kkrod by the bolding dmgor. Bring shmm is fa laienl m, of truss onba only to redux buckling length Pmiciom mns be made to anchor lateral bracing at ads W specified Iaoru d mined by the Wilding dip=. Additional bracing of the aerell srocsme my be mquired (Scc HIB-91 of TPI) For Nealic tram bracing rsywmrcma eausm building dip= rrmss Irate Insure. TPI a located at 523 4005 MARONDA WAY D'Orofm Dne, Madiaoo. Wnmonsa 33719) Sanford, FL. 32771 Compomu Engivcnng by: Tutu Engineering Co. P.A., gig Sound side Rd, Edenton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 367 MedaiMon L Chuhiota , 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: HS4A 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- 60744 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\ Jobs\COVK4\COVINGTON K 4\BS4A.prx l I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HSS Qty:l DESIGN INFORMATION This design, as for a individual balding mnponcru and has been baud m infarminiow presided by the clrens The designer disLimr any responsibility fe damages as a result of fndty or ntmrrecs lydcrnmrom specifications anchor designs hnosshed to the truss designer by the dins and the conecurm a accuracy of thu information a it rvy relate m a specs project andanccps w r spow bility or ewciaa au control with regard to fabriotio4 handling, shipmem and installation of sumo. This tr® has been fledged as an todnid,al balding mmpameen in acmrdarnm with ANSVrPI 1.1"S and ND& 97 to be incorporated as pan of the building design by a Building Designer. Whin miv and for approrsl by the building designee, the design loadings shown min be ee. to be true that the data absent are in apeesnem me the local building mdo, local sin i talc records for wind or mow leads, projees apeclllotims or annual applied loads. Unless sbmmq truss has m been designed lur aora or occupancy Inds The deign ammo morpr® oo chords (top or bounce) an continuously brand by sh-hnng codes oil-= specified Wb= bottom chnc I in tcman an our fully bmncd laterally by a popery applied ngid coilia& they should be brand in raaamm spicing of lea• o a Connor plea shall be mancArsund horn 20 gauge hot dipped gahaemd steel meeenng ASTM A 657, Grade 40. unless otberwtse shoo.. FABRICATION NOTES Prior to hbriation, the fabricator shall nvresv this dewing to very thin this droving a in mnfon sans with the bl rtotofs dam and in team a omum ng responsibility for such wriflatioa Any discrepanda are to be pre in writing before suing or fabrication Plata shall ear be installed o v krahola, knots or distorted grain. Members shall b: out for light frtring read to woad haring. Cmrmor plena shall be located on both pm of the In= with oils IWly imbedded and dull be s)- about die ) rim anlal athemisc shown. A 5s4 platei, 5' ride R s' Img. A 6Ra pine is 6' wide s a' Ions Slots(holal rim panikJ rot the platelength spaifled. Dmh mum reb nnenn. shall sum at the cmtroid or the webs urges ail-w Moan. Connector plate situ an tnummom sl]a based on the form char9 and may treed to be I,,-,d fro Rltsin hurdling and/or ermlon stresses This truss is no to be hbriaied rith fin retaldana treated onlea otlsrn.isc slow.. For additional infarustum on Quality Centel nfa to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and ertnico moaemendatea am to be lbtband in =aid,-.; m accepted industry pb]eatims. Tritium are to be handled w,Ib putiodar an during banding and htrndlins detrs uy and insiallatim to meld damage. Temporary and pnnuuem bracing fnc holding rums in straight and plumb podtim and for reeving lineal form shall be designed and imWkd by ahem Camel handling is essential W election badng is alaa5a required Normal prrOmionary tlm for rr® a tryaira such rmpncary bracing during installation beewec n union to and topping and domiouing. The setpervisim of creciion of inosa mall be under the control of poaans to the installation of less Professiolal ad%= mall be sengbt rf -Acd Cotcentraim of mnsirursaon Inds greaser than the desip Imam shag not be applied lo tn=a n any time. No loam caner than the weigh of the cnectora shall be applied to truss until alter all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #2 WE: 2x 4 SP #3 2x 4 SP # 2 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, B= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L- 58.0 ft Wer 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 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 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 Boris Uplift Y Type 0- 4- 0 1 1760 0 -901 B Pin 39- 8- 0 1 1760 0 -901 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 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 4492 0.66 6- 7 -5005 0.42 A 11-10 4656 0.86 7- 8 -5114 0.39 A 10- 9 4598 0.99 mint Location 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, BOT 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 18-0-0 11-0-0 1 2 3 4 5 6 7 8 6. 00 6x8 4x6 8x10 6x8 6.00 3. 00 1 1 -3.00 Face = 0- 2- 8 0-8-0 1760# 8.00" 6-0-6 0-6-6 Face = 0- 2- 8 0-8-0 1760# 8.00" 11-1-8 17-9-0 11-1-8 0103A 6 15 4 3 40-0-0 12 1 10 R - 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO SE GIVEN TO ERECTING C.ONTIUICTOR, BRACING WARNING: Morro reds Systems Bracing shoom on this dining is norcrection bracing, atnd bracing. penal bracing or similar bracing which a a pan of the balding design andwhich nrs be mrtsidelyd by the building designer. anteing shoom is far latent support divans ben only to redocc bolding length. Prmivons mint be made to antler farm] bracing at cods and sp ctli d loatmm s deeerreitied by the building designer Additional bracing of the ovmll unsctun may be required (Sec MD-91 of TPI).For spmflc um bracing requirements, centers bolding draper (Truss Rate Instautc. TPI is located at 533 4005 MARONDA WAY D' Omfro Dme, Madesm. Wisconsin 53719). Sanford, FL. 32771 Componcm Engineering br. Truss Engueenng Co. PA.. gig Soundc nd e Rb FhmoqNC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 0005006/3 367 Meduglon FL Chutuota4 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 paf TOTAL 43.0 psf 0-I Oy8 R - 3- 9) Scale = 0.1585 WO: COVK4 TI: HS5 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-60745 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\HSS.prx t I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HS5A Qty:l DESIGN INFORMATION This design a (w an ,odiv dual building conpomn W has been based co infin I. provided by the diem. 7. designer duclsims awry rtspomtbday for damps u o rsoll of faulty a incorrect irdormauon, spatfinitom and/w elmgrs Ibmishrd to the tom designer by the client and the correctness or accuracy of this )rdwn citron as it wry relate to a spainc pno)eet AM Kocpa re responsibility or c<eruio no control rilh regard m Obnutioq boomingg, dup®t and installation of trtac this tom has been designed a an trdivimssl building in aomrdarrx ,In ANS VIPI 1.1995 and NM97 to be incorporated as pan of the bmldu g design by a Buildinf Designer. Who mic.d for approval by the building deeper. the deep lamnga shoos mmr b& tatstrd to be sure that the dam shoos are in aps" "' w.h the Ion] building coda, local dumatic records for wind or sror Inds, pram gr¢rfiatiom or special applied hoods. Unless shorn trim has not ban devped for awage or w=npway loads. 71. d-pt aswtvo coupon ct-ds pop or broom) are comimnuh• braced by sheathing unkn otherwise specified Wlem bottom chords in trnsim sue nee wly broad mneralry by p. ope,; applied rigid mltng• they should be brand n a madnuiui spacing of I V-0mm ' ocCo« ptato doll be nand fioru 20 pup himdipped Pdsnniccd aa3 resting ASTM A 633. Grade 40. awes cehrerwise shoo. FABRICATION NOTES Prior to bbriatiuc the fah xuw shall mxv this dmvrg to verify that this drawing is in omdor®oa attb the Mrtators prom and to rmlta muimting respraalaliry for such verification. Amy divepancin as to be pm In rnury bdore curdog or fabrication. Plata shall not be usualover kowhoks. kmr or duloned grain. Mmiben shall be eau for sigh i fining wood to wood bearing. Connor plates "I be boated m both faces of the trim with mtb wry imbedded and shall be syra abom the 0. 1 unhemwh-- sheers A 5<41 plate is 5' wide < a' long. A 6d plate is 6' wide x g' long. Slwa (hefts) rrn pa+ a11e1 lothe pWe hengh spanfied Doable ors oo web nemben shall rew so the antrofd of the wda unless whawise darn. ('tllll Oor plate tim are minimum sin based on the form showst and may need to be increased for wain handling andfor=mien messes. This tom is no to be mbriaud with nre rrrardam treated hnmha trolm otherwise shown For additional informtbo on Qualmy Control rda to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing and amino rrmmmendxiom see to be followed in accordance with xc*od indrmry pduaticos Trusses are to be handled with ponscutu an: during haudnn- and bundling, delivery cad installation to avoid damage Temporary and purnatew boxing for holding trusses to a utughl and plumb position cad for rmming lateral form & W be designed and tnaalled by wbaa Caudd handling is -nuial used amton bracing is alwrys required. Notwal precautiomry atnion for tnrssa respites swish temporary bracing doting im-11-im besot® trusses; to void toppling and rl®leang. The arpertioon of erection of lrtmts shall be under the control of persons experienced In the rw.rr.r; rr of rcmm Profesnral advice shell be soughs tr lasted Concematioo of cocantdmo beads gas than the design lads shall not be applied to trusses at any time. No boob who than the weighs of the atom shall be applied to truants until and W flaming and bracing a TC: 2x 6 SP 02 BC: 2x 6 SP 81 D 2x 6 SP N2 12-14,11-12,9-11 WB: 2x 4 SP N3 2x 4 SP N2 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 1-02, CiC, V- 125mph, B= 15.0 ft, Iss, 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 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5109 0.38 A 16-15 4594 0.78 2- 3 -5006 0.41 A 15-14 4656 0.68 3- 4 -5482 0.37 A 14-13 4481 0.66 4- 5 -5508 0.35 A 13-12 5513 0.83 5- 6 -5507 0.37 A 12-11 4484 0.67 6- 7 -5007 0.42 A 11-10 4658 0.86 7- 8 -5115 0.39 A 10- 9 4599 0.99 Face = 0- 2- 8 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Chords Max O. C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.01, 20- 3- 0 27- 4- 0 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/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--81/190,7-10=-78/180, Joint Locations 1) 0- 0- 0 7) 33-11- 2 13) 17- 0- 0 2) 6- 0- 14 8) 40- 0- 0 14) 11- 1- 8 3) 11- 0- 0 9) 40- 0- 0 15) 6- 0-14 4) 17- 0- 0 10) 33-11- 2 16) 0- 0- 0 5) 23- 0- 0 11) 28-10- 8 6) 29- 0- 0 12) 23- 0- 0 In -Plant Quality Assurance with Cc)= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 1760 0 -901 B Pin 39- 8- 0 1 1760 0 -901 B H Roll PROVIDE UPLIFT CONNECTION PER SCBMULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 15- 2 183 0.06 C 12- 5 -241 0.06 2-14 189 0.06 C 12- 6 1130 0.31 3-14 1419 0.46 C 11- 6 1420 0.46 3-13 1111 0.29 C 11- 7 190 0.06 13- 4 -253 0.07 C 7-10 180 0.05 4-12 19 0.01 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 56/834-1.10/422 5-4 Social. 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 I 2 3 4 5 6 7 8 6.00 3. 00 6. 00 3. 00 6- 0-6 0- 6- 6 Face = 0- 2- 8 0-8-0 0-8-0 14-2-6 , 7-1-0 12-8-0 1760 8:QU" 00" II- 1-8 17-9-0 11-1-8 0 0 6 5 4 3 40-0-0 2 I 10 0 0 R - 3- 9) ( 110- 3- 9) COSMETIC PLATES (4)3X6 ( 48)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: L14aronda SysteMS Bntong Worncanthistimingunotasammbracing, wind bracing. ponal bracing or aunlar bracing which a a pun or she building design and watch must be txmsudcred by the building designer. Bracing showm is fw lateral support of tom acmbcrs my us rrxlua budding obgh. Prm mom be mad& toanchor Wersl bracing x ends cad q=-ri d ldattom determined by the building dmpo. Additional bracing of the overall antdme may be required (See H113-91 o<TPI).Fw spectre Muss bracing reguirvrenr, muuct building dmper.ffrrm Piste Irettae TPI is Ioaad at Ski 4005 MARONDA WAY D7herrio Dnve. Madison. Wisconsin 33719). Sanford, FL. 32771 Campos enn Enginming br: Team Enpneertng Co. P A , gig Soumsde Rd. Fdewon NC 27952 407) 322-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE W0050068 367 Madamon FL Chubso* FL 32766 Scale = 0.1585 Eng Job: WO: COVK4 Dwg: TI: HS5A Dsgnr:TLY Chk: 7/22/ 2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:HS6 Qty:l DESIGN INFORMATION This design if for an nndrvndial Muldnng component and has been bawd on information provided by the dicta The designer dirJums any rccspumlulity fa damages as a lamb of faulty or incoiria inforwtioa weefiatiom adfa design hlrnished to the trims designer by the titer and the ourmcmess or accuracy of this information as it may nLre m a tpeid projeu snd i aco- co respmstLtbq or etacia no control nth mprd to fabrwtia4 handling, shipment and tnullatim of trusses. This trust bas been daipaed as an Individual him.$ Compoma in aura with AMVTPI 1.1993 sad NDS-97 to be itmporsted as pan of the Molding design by Building Designer. When micwmd for approval by the building draper. the design loadings shown mein he rt-*rA to be sore that the data shown are m agreement with the local building mdm local dimatic records for wind or snow cods, project spxsmtmws in speed applied Inds. Uolm shown. trim has m been designed for storage or occupancy leads. The dmgn assume compression chords (cop or bonom) are cominconly braced by shathing unlm a htriiise specified. Where bottom chords in tensim sn m ivy braced wealy by a Praperly allied rigid ailin& they should be .0. nad m ryseing d lea' o c. Crmmeor plate shall be ounu6dmed from 20 pugs m dipped phsnind sled mining ASTM A 673. Glade 40, wwless otherwise shown FABRICATION NOTES Prior to GMicatioq the fabricator sha11 mica this dining to vai y that this dining is in confoimanla with the OMnomfs plans and to rulia a continuing responsibility fa such saihatim. Any discrepancies an to be pa in wrung be amung or hbiation. Pales shall m be installed wa kmholn knout or di-oned gram Members shall be con for tight filling wood to wood bearing. Connor plmo shall be brand on bah faces of the urn with m uis fully imbeddad and shall be qua about the joint unlm otherwise shown. A 3r4 plate is 6' wide t V kn& A 6a pale is 6' wade t a' Iong. Slav (holes) non Iaallel tothe pale knph sp=11ed Rouble ram on web members shall rucci at the eonmd of the wrh unless aWmris shown. Connector pale am an minimum d] II based on the ruin shown and may nod to be im4Rd for certain handling and/or erection Armes This muss 6 not to be 6bricatad with din rdardam uestod Imam otherwise sbm. . For additional iafmuatna on Quality Caned ruler to ANSVTPI 1. 1995 PRECAUTIONARY NOTES All brariag and erection lomwmdatsons are to be followed in accordance with aaz, industry Publications Tr®s tie to be handled with pantuMr aredining banding and banding, ddnay and malW ion to avoid dansap, Temporary and pemunut bracing for holding musses in a straight and plumb position and lbr resiaioj Wad form shall be designed and inmalkd by other Careful handling a mswid and enssim bracing is always nspdred Normal precautionary Kum for trines requires such tcmpmwy bracing mating e•llalion b m= tnlacs to av ad topping and domlmng. The ssWeenrcitiao of season oftnmo shall be under the commit of pntsons etpmlellad in the itisualllWiiaa of trusses. Profemonal adsice dull be am,& if 0aded conceumation of censtruisaln leds g ata than the design wes fhau not be applied to ulna at any time. No Wads other than the weight of the erectors dull be applied to cow acs until alter W fastening and bracing is amPhesm TC: 2x 6 SP 42 2x 8 SP N1 D 3- 5,5- 7 BC: 2x 6 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCK 7-02, CiC, V= 125mph, H- 15.0 ft, Ie 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Les 58.0 ft Wes 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 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(a). I.Span-0. 61/765-1.20/388 5 Horiz. 0.33 0.65 NA Max DL Deflection L/787 = -0.59 Long term deflection factor - 1.50 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 FAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Hori: Uplift Y Type 0- 4- 0 1 1760 0 -911 B Pin 39- 8- 0 1 1760 0 -911 B H Roll PROVIDE UPLIIT 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 11-16 4491 0.88 3- 4 -6282 0.26 A 16-15 4715 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 4715 0.68 7- 8 -5246 0.43 A 12-11 4491 0.88 8- 9 -4933 0.40 A 11-10 4408 0.93 Joint Locations 1) 0- 0- 0 7) 31- 0- 0 13) 25- 6- 0 2) 5- 0- 14 8) 34-11- 2 14) 20- 0- 0 3) 9- 0- 0 9) 40- 0- 0 15) 14- 6- 0 4) 14- 6- 0 10) 40- 0- 0 16) 9- 1- 8 5) 20- 0- 0 11) 34-11- 2 17) 5- 0-14 6) 25- 6- 0 12) 30-10- 8 18) 0- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-4933/2273,2-3--5246/2344, 3-4=-6282/ 2765,4-5=-6942/3004,5-6=-6942/3004, 6-7=-6281/ 2765,7-8=-5246/2344,8-9=-4933/2273, HOT CHORD 18- 17=-1953/4408,17-16=-1991/4491, 16-15=-1912/ 4775,15-14=-2535/6365, 14-13=-2535/ 6365,13-12=-1912/4775, 12-11=-1991/ 4491,11-10=-1953/4408, Webs 17-2=- 136/173,2-16=-10/386, 3-16=-530/ 1337,3-15 622/1637,15-4--459/284, 4-14=-205/ 633,14-5=-274/181,14-6=-205/633, 6-13=-459/ 284,13-7--622/1637,12-7=-530/1338, 12-8=-10/ 386,8-11=-136/173, 9-0-0 22- 0- 0 9- 0-0 1 2 3 4 5 6 7 8 9 6.00 6x8 6x8 1Ox10 6x8 6x8 6.00 3. 00 1 L3±L Face = 0- 2- 8 0-8-0 17608.00" 21- 9-0 T 14 40- 0- 0 9) 9-1- 8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: Maronda Systems BraIniuWngdmpseadvilLirhhng misa coo¢sidenadrocbysthebuldnopgp BBracinggmisaaWiwhicl ,hisofams;ofDsgnr:TLY Chk: only toreduce buckling lellglh Pimifsm s mn1 be made to anfbm Iaad bruing at ends and spGl(Ifd locations loans ad by the balding designer. Additional bracing of the overall stnuaae my be required, (See HIB-91 TC Live 16.0 pB f ofTPI) For specific trm bracing requirements. consul Molding designer (Tim Plate Institute. T 1 a looted at 523 TC Dead 7 . 0 p Bf 4005 MARONDA WAY DOndw Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 Componcin Engineering by. Tram Engineering Co. P.A.&K SwldeaeS i PA Edenton, NC 27932 BC Live 10.0 paf 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0005006e BC Dead 10.0 paf 367 Medamon PL thuhlots, FL 32766 TOTAL 43. 0 Hf 1 5-0-6 0- 6- 6 Face = 0- 2- 8 F_ I760H 8.00" 0R103 8 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\Jobs\COVK4\COVINGTON K 4\HS6.prx l I I Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:HS6A Qty:l DESIGN INFORMATION Thu design is for an ird-dual building campoormt and Ice b® bard on u&rrnauon pwided by the client. The tldgner disWimf any ttsprmoQ'My for Qaoutn o nsilt of famllya ilamem Infeirmat ml, rycclfotfau and/ or deagm fmoishnd to TM tries designer by the client AM the ceint0ii a atruraey Of IW3 infortnatno n d may edam to a speafle pajm and Keep- no eespoemibiI ly a exacim no COMM with roped to fatriution. Carling. dapttrnt and inyalladoo of trut$ This too has beat ddgned a cu ici i%whed Golding mmpmtat in a®rdaorx' witb ANSVrPl I.1995 and NDS- 97 to be. n pan of The balding dmp by a Balding Designer. Wben reviewed for approsal by tM building dmpn. the hvgn lmdrnp shown count be d- bol to be win+ Iban ills data sho- am in agrmnea with the local building codes. Sal ehntatic rmords fa oicd or tow load& pmpa spmrtatiom or rpxial applied loadsunless shwa truss has not been dnigned Lear oaagc or omlpaoc7 loads. Tbu design aalaues mrepres<ioo rinds (top or bortom) ass cunlntndy breed by sheathing tmlm diwise specified. Where baton chords io tenon are rot hilly broad laterally by a prolan applied rigid ceding, they sbould be traced at a t ndi_ spsdng of 1014' o c. Conmaa plats shall be mamrhmned from 20 gaup ha dipped gahuniad ged mmulg ASTM A 653. Grade 40. -1-1 otheewae ah- FABRICATION NOTES Hint to faG cium n the fiWtotor shall re- this drawing to sctly that this drawing u to conlamulrs oitb the Obnalafs place and to real= a announcing nesporuibiluy fa such sclfaaum Any dlsrepnlKio see in be pm in vritiag before cutting or fibelo m. Plain shall no be initialled over knotholes knou or dmoned gain. Mrmbm shall be ao for ti& filling wood to wood Gann} Cartmaor plain Nall be looted on bah Om of Ibe truce with nails wry intbodded and shall be gym about the jOTor uNm othm-ae ahoaa A 5x4 plate is 5- wide x 4' Wig. A 6x2 place is 6' wide x t' long. Sias (Min) run parallel to ib< (date laph spocified DaOle alto on aicb emoben shall otan at the caurcid of the uxte unless ahnwtae shown Con eam plate am am o mien uo din bawd can the form aMaa and may wad to be increased In, certain Carling andfa cream uicaa Tbis tram is not to be ahriatd with Bac roardam taxed hunter unless other -ere &boon For additmal Intormtioo m Quahry Control afer m ANSVITI 1.1995 PRECAUTIONARY NOTES All braaag and ererlioo reaolmrodatamf tie to be fella-ed in acc adages aith amped trichr cry p hliotaasmes be . Toane to handledwithpaniaLrale during baring and burliny ddisvy and inaalladm to avid damage. Temporary and peren teco beating bur holding Trlmes in a araighi and plMlb pca(uoo and ra nsaing lateral form shill be ddgaid and installed by ohm& CardW handling is caeetual and erecan bracing a alarm+ rspdmd. Naual pmim Wary tlm W truaa requires such temporary bradeg during i®llaum beruseca tnmaa to.%cad toppling and dominoing. The ape+riaon d ermion of u- shall be under the Camel of pawn eepvrccow in the nw.11.,,,f ga w ) alProf®N onaladviceall be anughtIaendcd. :MXC Min. of wnancTrw 10311a tester 11121) the d<agn loads shall ram be applied to uuaea at arty i- No Wda other than the - iglu of the creases shall be applied to wan and after all raaening and bracing is TC: 2x 6 SP 02 2x 8 SP N2 3- 5,5- 7 BC: 2x 6 SP N2 WB: 2x 4 SP N3 2x 4 SP 02 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- encl L= 58. 0 ft W- 40.0 ft Truss in INT zone, TCDL- 4. 2 psf, BCDLco 6.0 pef 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 0.67 NA Max DL Deflection L/757 - - 0.61 Long term deflection factor in 1.50 Face =0-2-8 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Chords Max O. C. From To BC 48.01, 0- 8- 0 14- 2- 6 BC 48.01, 20- 3- 0 27- 4- 0 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/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, oint Locations 1) 0- 0- 0 7) 31- 0- 0 13) 25- 6- 0 2) 5- 0-14 8) 34-11- 2 14) 20- 0- 0 3) 9- 0- 0 9) 40- 0- 0 15) 14- 6- 0 4) 14- 6- 0 10) 40- 0- 0 16) 9- 1- 8 5) 20- 0- 0 11) 34-11- 2 17) 5- 0-14 6) 25- 6- 0 12) 30-10- 8 18) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- 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 9-0-0 22- 0- 0 9-0-0 T.l 2 3 4 5 6 7 8 9 6.00 :Z,00 1 5-0-6 0- 6- 6 Face =0- 2-8 0 8 0-8-0 COSMETIC PLATES (4)3X5 (48) 2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Ma ro n d a Systems BracingNowe on this dra ing u not cream br=n& uid bnang, portal bong or snmlar bracing -hich u a pan of the tiuldint design cur much buoy be wnadad by the building designer. Bracing darn is for lateral wppon of truce mtaiben onlyto minx buddingkngih Peai must be made to anchor Lateral bracing at ends and spwifid Walmrtt delc mined by the building designer. Additional bracing of the o,=11 aninme bury be eeguied. (Sce HIB-91 of TPO For ra: spectu® bracing mere canit& oaum R aebuilding desigm.(Tnye lnttinnW e, TPI is atodu5t34005MARONDA WAY DbooldoDdmMadaronwi- 53719). Sanford, FL. 32771 component Engineering by Trust EnpracringCo.. P.A., tit Samdside PA Edwal, NC 27932 407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE 00050060 367 ModaMon PL Chu)uota, FL 32766 Scale = 0.1585 Eng Job: WO: COVR4 Dwg: TI: HS6A Dsgnr: TLY Chk: 8/ 24/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA Job: COVINGTON K 4 Customer:10(I UPLIFT D.L. WO:COVK4 TI:HS7 Qty:l DESIGN INFORMATION TC: 2x 6 SP H2 This design is for a Indindtd buildingoornpesu and BC: 2x 6 S P N2 has been Eased on IntErm+uoo Provided by the dim. The 2 x 8 S P S 2 15-16 , 12 -13 donper dnxWmsanymzpermhhryfordamagess 2x 8 SP 81 D 13-15resultofWryormoorrminformniotsspaasosiensWB : 2 x 4 S P A 3And/or dr9pis llundihed to the bus desigocr by the ditch and the mrrouns or mmcy of this inforwtim s it 2x 4 SP N2 3-15,4-14,6-14 masyrdatekiaspw pmjedandeacptsm 7-13,0- 0,0- 0,0- 0 mspormbiluy or on amrd wish regard to All COMPRESSION Chords are assumed to beabncs- handling. Wipmm and installation of tomes. This umhas been designed .-Aridualbuilding continuously braced unless noted otherwise. mmporem to a-danee .nth ANSVTPl i-1993 and WndLod per ASCE 7-02, CiC, V= 125mph, NDS- 97tobeincorporated as pan of the building design H= 15.0 ft, I- 1.00, Exp.Cat. B, Kit- 1.0 by. Building Designer. Wbn renesmd far approval by Bld Type= encl L- 58.0 f t W= 40.0 f t Truss the buildingdwgreer. We design nP diewn rem be chafed to be sum tot the chat shoum an in apbemem in INT zone, TCDL= 4 .2 of, , BCDL- 6.0 sf P Pwiwthelocal bmleinicodmlocal dimawremrmmr Impact Resistant Covering and/or Glazing Req wise a stsow loads, props spodDatiom or Tonal TC. ..FORCE. CS I . Cr ..BC. .. FORCE .. car. oppa,dloads. UnleoWmntnmhas = been timped 1- 2 -4590 0.41 A 18-17 4050 0.98 fa storage or OccupaOey kads. Thedmpmosnpemmchords (top or boom) am contintasdy 2- 3 -5454 0.46 A 17-16 4218 1.00 Iraoad by sheathing mden otev ise q=11M. Whore 3- 4 -7538 0.40 A 16-15 4879 0.73 bon, I Is inUnions uenot fully braced Waalbby. 4- 5 -8629 0.79 A 15-14 7722 0.83 pr°paly ppliednpdaumi'they A-ldbetraaena 5- 6 - 8629 0.79 A 14-13 7723 0.83 xi. spacing of m(Yd' o c CmmectorPlatashalt! be manubaunat fman p Vulpe ha dipped galvard d sed 6- 7 -7534 0.48 A 13-12 4880 0.73 existing A.STMA653.Grade 4o.nnlmotherwixshmm. 7- 8 - 5455 0.46 A 12-11 4215 0.95 8- 9 -4580 0.41 A 11-10 4050 0.94 FABRICATION NOTES Pnor to fyb-w the fnbnamr shall mid this drawing m ready that this droving u in oonformarma with Ale fabricators plain and m rahm a ammwng rapormbilay for such verification. Any d¢peparcies am to be pin in venting before auung or fabrtcation Pima shall not be aeu-1 ot0 anothGles. hods or drstonod pain. Members shalt be m fm uglu fluting wood to umd haring. Cmadar pales shall be located an both 6tes of the tnm with rams fullymnrhmdm and shall be rye about de piedunlm abenix AM- A 514 pale is S' wide s 4' long. A 6a2 pale is 6' wide < i' king. Sloe boos) non pualld m Ile pale length sp=fied Double cutson web matdert shall mat at We vemmid of the wsbs unks arberwfse shown Connector pale rim am mrmonnm drn bed on we form sbmm and wy need to be 7-0-0 inaaaed for call° handling and/or eroa m stresses This ova is not to be fabricated ,nth rim retardant treated 1 2 3 lumberelm shenrin shown For additional rnrormuwo m Qmliry Comml refer to ANSVTPI 1-1995 6.00 PRECAUTIONARY NOTES All brsing and emaim moommadauom am to be follnued in samdana u, th a¢Wtad industry pubinlan. Tnssses ate to be handled with psmarlar ore dmtng bending and bundling. ddnesy and i--"- m to avoid damage. Tmponry and pvdnuu.", baang for holdkig tnmes in a straight and plumb position and fa resisting Wrnl form shall be designed and installed by otbem Candid handling is eomw and cmim brsdng is always sequined. Norwl proautrorwy sam for trances mquirts Ruch mmpomq brain{ dunng tmslb ion bowmen tomes to avoid toppling and do -ng. Thewpmv oferasionaftn dWibc under the aruml of perms ecpaea and in the installation of trvtaes, Proku oral advs¢ shall be suugt t of needed Concentration d adamdioo lads pate than the dingo lads shall nor be applied to Liusxs at soy Lime No Imdr other than the s tight of the er=m shall be appal& to mare until alter W liumning and braving is T 4- 1-12 0- 6- 6 Face = 0-2- 8 0- 8 1760N 8.00" I- 8 T 17 MULTIPLE LOADCASES -- This design is the 'mint 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 48.01r 0- 8- 0 14- 2- 6 6) 26- 6- 0 12) 32-10- 8 18) 0- 0- 0 BC 48.01' 20- 3- 0 27- 4- 0 In -Plant Quality Assurance with Cq= 1 Bracing thorn 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(e): X-Loc BSet Vert Horiz Uplift ! 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 C HOT CHORD 18-17=-1797/4050,17-16=-1871/4218, 2-16 869 0.28 C 6-13 -548 0.10 C16- 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- 8 872 0.28 C Webs 17-2=-402/255,2-16=-207/869, 4-14 948 0.20 C 8-11 -400 0.07 C 16-3=-532/1336,3-15=-1015/2761,15-4=-546/396, 14- 5 -292 0.06 C 4-14=-291/948,14-5=- 292/246,14-6--291/948, GLOBAL MAX DEFLECTIONS--------- 6-13=-548/397,13-7--1013/2756,7- 12=-532/1336, LL TL 12-8--209/872,8-11--400/255, in./Ratio in./Ratio Jnt(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 4 26-0-0 5 6 7-0-0 7 8 9 6. 00 14-2- 6 1, 7-1-0 1. 12-8- 0 6 5 14 3 12 7-1-8 T 11 Rb- 3- 9) COSMETIC PLATES (4)3X6 ( 48)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO Maronda Systems ERECTING CONTRACTOR. HRACIHG WARNING: Dwg: the building designw cdraraiunnm aa nos onade edbyihe bum bracing. paw branag or umn)ar hnaaeg uiupp is pen or Dsgnr : TLY Chk : i by building deatgm. Breaag Rheum u for W W support of tommembersonlytorednQbucklinglength. Provistoas anon be woe w anchor lalcral bracing at ends and spadkd locations desrdmined by the building desigmem . Additional bracing of the oner" annm may be recleaned. (Sot K B-91 TCLive16.0 ps f of TPF) Far cp=fk rem brac rig reyuinerm to anaa building dmgn= ff non Ptsm Inmtme. TPI is warm at 533 TC Dead 7 . D s f 4005 MARONDA WAY DvrnfmDrmm.Mamsm wmsanvn53719). p Sanford, FL. 32771 Conporment Enginoraiog by. TnmEnginacingCo. P.A. gig SouMside PA Edenton. NC 27932 407) 322-0064 Fax (407) 321-3913 BC Live 10.0 pelf TOMAS PONCE P.E. LICENSE WOO5006e BC Dead 10. 0 psf 367 MedaDfon FL Chuheo* FL 32766 TOTAL 43.0 sf Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\ RS7_nrx T 0-6-6 4-0-6 Face = 0- 2- 8 0-8-0 1760N 8.00" 9) Scale = 0.1585 WO: COVK4 TI: HS7 7/22/2006 Lbr DF: 1. 25 Plt DF: 1. 25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.32- 60749 I I I Job: COVINGTON K 4 Customer:109 UPLIFT D.L. WO:COVK4 TI:HSGRDI Qty:3 DESIGN INFORMATION This design is for an ind)sidml budding oosiWoom and has bens based ore Informuim provtd d by the diem. The dessper disclaims any responsibility fa damages a eesuh of faulty or incorrect inlbmratitm spmfioems andfor down furnished to the unm dmgner by the client and the wamrness uraaccuracy of thus information as it may relm to a specillc Project and auspts no responsibility, a excreta no ontrol wsth regard to flbrsotnq handling. thtpmert and installation of trusses. This tots has been doomed as an uodl""b"I butldmg component in acmrdaas with ANSVTPI I-1993 and NDS-97 to be incorporated as pan of the building design by a Building Designer. When rercud (a apprawl by the building draper. the dip loodnnp Chown net be ehWeM to be core that the daa slwn art in apeanat with the local bolding codQ local dnmatsc records fa wind a snow fads Priam specifications a special Voted leads. Unions LboaT, Inns has not ban doped for storap or, omganey, leech The design assmses asownessocas chords (cop or boom) use mainoosly traced by shtathing unless otherwise speoBad. Whore bntan sherds in tension are not folly braced laterally by a Prepul) applied no cahny they should he braco0 "a aadmun spseang ofIPO' o c Consonants pines shall be mamtOaoed from 20 pop Ira dipped phwtimd steel meeting ASTM A 633. Grade 40. unlm otltauue ahoun FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to swig that this drawing ism confawrcc with the 11a6rota/s pram and to reallre a condoning responsibility for such -dicauon. Any discrepancies are to be fan in writing before nesting to fabriouon Plato shall oo be installed ova kmthahm know or duaonod V.I. M®bers ahall be ca for tight Oturg wood to wood having. Connector Pales shall be located on bah faun of the truss wttb sails fully imbedded and shall be sym ohan the pint unlessuberoie ahoan A 3x4 pine us 3' aide x 0 loug. A 6d pale is 6' wide x 2* k ng. Slots (holes) rem PaWld tothe photo lenph sponfil . Double sins on oeb us®bas shag mm as the ontrod of the webs unless atlenntse shoes CO., -,a Plate sins use minims, sire baud or, the forces ahem and say need to be imnstd for certain handling and/or cameo armea TI& tr® ism to be Wanici td witb fire retards= heated unless athowtse go- Fa sftdn W inforswioo on Quality Control refer to ANSVTPI 1. 1993 PRECAUTIONARY NOTES All braaug and amlm rectinmendatian am to be followed in accordance wnh amyd utmmp publication Trusses an: to be handled with pancWar ae during banding and bunt ling. ddrmy and i- I'mi- m nuid daoage Tersuonryand porroa bri ang ( a holding trusses in a taraight and ptonnb patio and ra resisting lateral foes dull be designed and imulled by atlrera Carefolhandling is -d-1 and ermios brsdng Is aMsys requited Normal precnntonuy scum fa tro> a reyuine such truporsry tracing during losallsuoa betwan ur urs to avod toppling and dom win} The s Wavism of scam of um dW I be ender the mod of p-- eaperivaari W the inmsll-,:uu of tames. Professioul w h= shall be sought if ceded Corcaustioo of mnsnxsim Wads greater than the dmp Wads Nall not be applied to trusses at any tine No Inds other than the oeght of the erectors shill be spplted to Inmes wad after all fasten ng and l rscing is TC: 2x 6 SP N1 D 2x 8 SP N1 D 3- 6,6- 8 BC: 2x 6 SP 81 D 2x 8 SP 01 D 16-18,14-16,13-14 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. 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 Lineal Footage - 248 Face = 0- 2- 8 Unbalanced load case( s) have been chocked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This 3-PLY Hip Master designed to carry 7' 0" 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 Trues in INT zone, TCDL- 4.2 pef, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz 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/ 453,14-5=-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 .WEB. ..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 MU t57ple ar TfT 7 8 9 10 6.00 6. 00 Qvsn 3.00 1 LML T 0-6- 6 4-0-6 Face = 0- 2- 8 0-8-0 moo- s- o 3637N 8.00" 3637M 8.00" 7-4-8 25- 3- 0 7-4-8 0 0 8 0 9 8 7 6 40-0-0 5 4 3 2 11 Ir R - - 9) 559. 8t! 1 559.9N EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Ma ro redo Systems WotBroang Now un thus dmmng is nd canton brocrng, uindbrsang. portal bracing a umtlnr bracing touch s a pin of the buuldtng design and whieb nut be considered by the building designer. Bring shown a fa lateral support of truss tnctn. only toredo¢ baiting length Hnisions tom be made W anchor lateral bracing at tads cad spectated ions daerutioed by the building doper. Adduuoml bracing of the o 11 smaure may be required (See HIB-9I of TPI) For specific tuna bnang ny=rancina contra b=ldmg desiperATr ss Plan Institute.TPI is located at loted 313 4005 MARONDA WAY D'Omhto Ddm Maducas Wi-in 53719) Sanford, FL. 32771 Comporou Engiaaiag by. Trans Engimcnng Co. P.A. SIS So,td..a. Rd Edenton. NC 27932 407) 321-OD64 Fax (407) 322.- 3913 TOMAS PONCE P.E. LICENSE 000050060 367 Modamon FL Chuluota, FL 32746 Scale = 0.1547 Eng Job: WO: COVK4 Dwg: TI: HSGRDI Dsgnr:TLY Chk: 7/22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Profile Path: C:\ TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\BSGRDl.prx I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:J Qty:7 DESIGN INFORMATION Thu design is for on indnidnul bwldnng oompmem and bn be- based oo Irdnmmien pro.tded by the client. The desigten disebrinaany m, I ltry fa,lb—i n a read[ of fairy a Inmrrea infwmatwm ryeciflatitm and/ or design knu died to the teas deager by the client and the mrwnco or aaanxT of thu inbrmation as it ouy . date m a span pojeer and accepfs m responsibility or incises no control mtb mTud to fibrtatim Willing. Nhpmcm and in sudWioo of trusses M trim bet beat designed a an indlsidrnl be" 000pmrm in nsors` witb ANSVfPI 1-1995 and NDS- 97 to be inmrpor.ted a pan of the brdlonag dmgn by Building Danger. Wbm reviewed far apprmtd by de Wild— designer. the design lo.d.ap awon tam be cbecled tobe ruse tbx the dues shown are in apu m= with the Tool brtilding cvdm local drmatic emrds for vied or snow Loads, project —Bmtioro or %=W applied leer, Uom sbewu trim bn m been dmpted for noeage a occupancy loads, The da npn assumes mmpenion chords (lop or bounce) are coruin oody broad by shothiug mien omuwise specified. where i-, tdwr . I. tardoo are m folly brand 1-wally by a papery aWicd rigid mGrtg. they should be brand at a andauce spadag of 100' o e Coa+ma pWa shall be mrm6awd free 20 gauge boa dipped prl%—.d tied aemat ASTM A 633. Grade A salt- alerwix Noon FABRICATION NOTES Pia to nbricitum the obreata Nall ..view this Nawiry to %tnfy that this drawing is In conformance witb the 6briam/f plan and to napes a mmmuing repontrbrliry fen inch .aiBation. Airy divepanda are to be Ian in wining hdae smug or fabrimm. Plana Nall m be installed M_ k=t I,-, nou a distorted Baia Wrobos dolt be an fa light fitting wood to wood h[ ar(n,. connector plans Nall be located on both fen of the ins wttb .Its IId1y imbrdded and atoll be sym. abort doom colas olbaue sown. A dal plane is S' cede x 4' tatg. A 6d pWe u 6' wide x i' long. Slats(hole) nor parallel to the Otte knph spectfied. Doubt, ant on wed members shall ceea at the ¢mroid of the .ids unlev aes = bmaue shororpoleanti are minimtm based oa the faces shown and may need to be IaenOxd for certain bandling and/or ,ream sown 71his trim ism Lobe 6brica, with me roacdaa trated lumber an oNaatse Horn For additional infamatko m Qdiry Comd refer to ANSMI 1-199d PRECAUTIONARY NOTES AB bracing and cream recommendations are to be follo d in i madaaee with amgad ioid-uy publiotlom Trusses ate to be handled with putndar t>R daring banding and wining, deinvy and insalktion to Ovid damage Temporary and pennarcm bracing fa holding tn® i.. straight and plumb position ad fa nesting Ineral form NW be designed and trawled by when Cuefd handling is amentul and cream bracing is always mgwmd Normal Drtawmary action for tresses require such temporary bracing during eallatim btawnm tnrsm m void toppling and domiming. The supaidm of ereaion of Inma a1W I he under the control of pertain mein• In the Installation of uut m Proiaal adssh adds bewuglu J f oa m o ntratf enmtnrmloadsgreater lima the dalpt load, shall not be oppled totr,ma n say um No Iosds other thin the weiga of the enea oin shall be Wind to trnsa aced after .11 !aiming and bracing a TC: 2x 4 SP N2 BC: 2x 4 SP #2 WB: 2x 4 SP 02 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 trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 40.0 ft W!= 5.0 ft Truss in INT zone, TCDL- 0.0 pef, BCDL- 0.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--16/53, BOT CHORD 1-3=-2/2, GLOBAL MAX DKFLECTIONS--------- 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 en 0.00 Long term deflection factor - 1.50 5-0- 0 1 2 6.00 C/L: 4-11- 4 112# 1. 50" R 260M 8. 00" 1034 1.50" 4 3 L1-0- 0 L 5-0-0 L R0-11- A) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAAING TO HE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING n&win bra Bracing sMwnmthisdnwiogumeseeaonbracing, wind bradry, portal bracing a cimlar bracing which is v pin N The building design and atucb teem be m.mderd by the bwld.ng desigm. Bracing shoos is for lateral suppm of trim women only to redact batliog koph. Prwii ms tens be node to arbor lateral bracing at ends and yadBod bacon determined b) the btuldnng designer. Adebtio al bracing of the ataall anctwe my be required. (See H®-91 of TPI). For apealk torn bracing regdreaems. amlaa bmdnng deeper Un.m PWe Inaie„- TPI u located in 337 4005 MARONDA WAY D'Oaoftio Drne. Maatxrl wismrtsia 53711) Sanford, FL 32771 CoriToacnt Engineering by. Tim Engioeaing Co. P.A. gigen•,Nriti R4 Edenton. NC 27932 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MMSOD60 267 MadaMm PL Chu)uotsa, FL 12766 oint Locations 1) 0- 2- 1 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cap 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loci BSet Vert Horiz Uplift 2 Type 0- 4- 0 1 260 200 -452 B Pin 4-11- 4 1 112 154 -295 T Pin 4-11- 4 1 103 0 -75 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..rORCE.. 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 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 psf v4.7.32-60665 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\COVX4\COVINGTON K 4\J.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:J1 Qty:2 DESIGN INFORMATION This dmp is for an lrtdnsdtul hoildinS mmpantan and M b® bud on tnCamatim pwided by sle dial. The deeper dod2ims airy res onsibihry for dantajn as moll of Ginty or incerrct tnfmttatloa spciflottorn and/or despn Ibmisbrd to the trim dmp a by the dtw W the amdnm a aantrxy of that infamation a u nay rdm to . spmfic prcjm and raps no respnuthiliry or sears no control mth reprd to hbricanon h.mlin& dupmem and "anon"" of tr_ Thu trm has brsa d=S d as as itdn-tdmd la.W.j coff9ancraineword,ce with ANSV(Pl 1.1993 aM NDS-97 to be incorporated as put of the buildinj chip by a BuMall Dmpur. who m %vW for approval by the btuldm{ draper. the deep losdinp shown'" be eh -,km to be sureownthatthedatashart:in strwrocol with the local btdlding oulm local dimrlc moords for word or mow loads, projm spedll atiaoa or spcul applied Inds. Umm shown moss has not bmr dmpad for morsp or oavpaey loods. The dmgn amrmo oamprtmoo chords (op a broom) are 000ummdy brua: d by shoddnj mtlm othmwrx spealied. Where batom chords in room m m Idly broad taremly by . p wcrly amLkd njid acWns they should be braced at a maci® m syaan j of IQ-0' o e Con, asar plates shall be mnrmLdomd fom 20 pup M dipped jahamod aml rcaiof ASTM A 6S3. Groh 40. unlm cab— shun. FABRICATION NOTES Prim to fabnoslioo. the bla vat" dhW I rcvtety this dmu% to svdy that this droo+n{ as in onforommace with the hbnotofs ploy and to roles a o"ln omg responsibility for arch saiRmuon. Airy dicmpancim m o be pm h. wnu. j bdom mWn j a &xiratioa Plata cull cot be iwalled my knotholes knots a 10-med Pais Mwbaa stall be an for u jht Ihdnj wood to wood harinj. Cmnoda plao shall be looted on both for of ate truss with oa b Iboy imbeddM and stall be sym. abad the joim unka osbmm chew. A 1.4 ploe u S' wih x 4' Ion& A 6s3 plate as 6' wide s j' latj. Slats (holes) nm parallel to the plate IaPb somBW. Doohle cuts on web nna—leas shall cam at the oer .d or the wen. tmlm othwto crdivaCmnooa plot dim m mioinnuo atn hued on the form shwa and may nod to be icrord for cnnn ladlini and/or amioo arm" This truss ism to be nbrfuted with fire rdardam treated lumber Unlm othervtse ahoun For adda-m! mfonastimm Qtohty Control refs to ANSVIPI 1.1993 PRECAUTIONARY NOTES All brad, j and amoo r¢votroosdmiom m to be two." to . cad,— Nth ."pod industry Tntsso m to be hutdlod mth particular can don. j bandM and Wadonj, ddnvy and inaallnim to . vocal damap. Tempmry and Pat ,aort bram4Ibr hddinj bttm Ia s ani jht and plumb paidon and fa rmmnj larval form shall be dmgrAd and iaadkd by ahem CamN haodliaj is —dal and cmaim bnonj is Wwap ratdnd. Normal pmmaiooary mane for uum ra lmm inch oarWW brocinj dorm j installs, bonne n truss to avod topPlinj and damimioj. The orymnfioo ofact" dtr m shall be aada the mmlol of pasnoa expakm=d in thte instaltstton of irtn]S Professional .dvws shall be at jht if oadesi Conamntion of mmtnaotm Inds Pots tun the drmp loads Nall not be applied to tns at any Lima No locus aha than the vn i& of the c—&ora shall be applied to tnt00 =1 alla all fa-tatun j and brannS is TC: 2x 4 SP N2 BC: 2x 4 SP Y2 WB: 2x 4 SP A2 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 loadcasea. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CGC, V= 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- encl L= 3.0 ft W- 3.0 ft Truss in END zone, TCDL- 0.0 paf, BCDL- 0.0 psf 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 1 2 6. 00 CAL: 2-11- 4 67N 1.50" piq P 175N 8.00" 62a 1.50" 3-0-0 4 3 1- 0-0 3-0-0 R0-11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ AU NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Moronda Systems Brannj shown" tits dn.snj a of cndion bnscmj. Wadnj, penal laaanj or 6-1.bmm.j which u. pan of the bsoldtng doop and which now be considered by the bmldin j de iper. Buan j shown isfor lateral mppon of teas rt..d— only to rtdme bueklin j kngth Prmisions mma be made to anchor later! bracing at ads and speacd locations dertmrined by the busdtnj deeper. Addmooal bncin j of the mwall ancum may be rtgwmd (See HM-91 TPi is lomrcd nsu 4005 MARONDA WAY ono MD idadmnwnuwww33719) rents.muauewlatnjdeujmffnaaPloelnatma Sanford, FL. 32771 Cornponenl Enjiaerinj by: Truss Enereminj Co. P A. tit Sou deh Rd. Edwin NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE W00500613 367 MedaMon PL Chubuota, FL 32764 oint 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 Boriz Uplift T 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. ..PORCE..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 O.C.: 2- 0- 0 BC Live 10. 0 psf TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 Pelf v4.7.32-60667 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\Jl.prx I I I Job: COVINGTON K 4 Customer:108 UPLIFT D.L. WO:COVK4 TI:J2 Qty:2 DESIGN INFORMATION Thu dmp ldrn isfaaninduridualbrntignponem sod has been hand w inforeution pmided by the diem. The despuerduclaitm any rt>yonsibitiry for damages n a result of Nulty or ihearrm itir--ion. specifications andfor eksgm htrcishntd to the in= designer by the client and the a cor reaor accuracy of ibis infcrinxm a it reline W a sped project and Komi i no responubihry or excrda no control wim regard to Nhitatnn.Imdling. chi, and installation dingy This truss has been ddpsed as an iodnidual building compares in accordance, with ANSVIPi 1.1995 and NDS-97 to be incorporated as pat of the building design by a Building Des go=. Whm revieaed fa appm>u by the building dmgoer. the design loadmp station hffiw be Checked to be sure ftthe dun shown am In aptrmeel with the local building code, loc l climatic records for ire or coon, lads, pmjw pmfk,,— or spinal applied loads. Udess shoot. try bas not been dmped for storage or occupancy lcods. The design assume mogremm rmordi ( top orbosom) tine contimcmhy Ixaad by sholhing tmlm oche -use speared Wbm bon d orris in tuuion am not fully tan tied latcrilly by a property applied rigid ¢ drag, they that' be bead al a maximum spaang of IO-W o c Connector plates; stall be mamnfianrtd rut 20 page ha dnppod phnmi d seal oeenng ASTd A 633. Grade 40. unless oihawise shown. FABRICATION NOTES Prior to fabnutia4 the fabricator shall miew this drawee{ b r it thin this drawingis.a confanunce wth rho Nbriat Vat prom andm ralia a oomimring mspambluy for web xmfialiaa Any discrepancies ace to be put in ., ivag br3bm timing a fabrication. PWes stall not be installed m. lambda koan or mooned grain. Members shall be cm fa light fining wood to wood baring. connector pWa dull be bated on both Nact of the tr® with nails idly Imbedded and shall be sym, about the join unlessotbc rim shown. A 5x4 pale is 5' ude x 4- bag. A 6d plate is V ode x 1' Img. Slat (hula) nut parallel to the Plate Impb specrod Do bk tiei on web mere. dull rout at the muroid of the webs unless ahowisc %boom Gxvmor plate sim are mnamum Orn band.. the iblta sbmwn and may nod to be increased (or certain handling and/ or election raie>ad This truss Is not to be Nbri ated with fire miarditin framed lunbv onlm abcrnin slouch. For additmal inlormxioo on Quality control ruler. in ANSVIPI 1.1993 PRECAUTIONARY NOTES All bracing and solidi rfIDmaeMibaef am to be fdbwad ran acoordanoe unh aaepod industry prNiotiaa Tema ore b br handled .rim Particular acre during banding and Gnmliri& delirvy and rnsallaum to avid damage. Temporary and perounaa bracing fa holding tram in a straight and plumb pon, and fa nd9ing lateral lb at shall be dmgted and installed by others Candid handling u essential and creation bracing is alntys required. Navel Precautionary action (a tress requires such Icmpoary braing Ruing imullation beiii— trines in n. d topphng and daanoing. The sei; .-Woo oraewon oftnhnes shall be ceder the control or pericnf experienced in the irmallatioo of tnma Professional a, h= shall be sought U uceded. Cahaatntion of cuostnetioo Ionds poter than the dusp lords shall not be applied to trusses .1 any ume. No Icods ahha torn the wcightof the emism shall be applied totnsssa maul aver all Nsneniag and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP #2 WB: 2x 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, Her 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 1.0 ft W= 1.0 ft Truss in END zone, TCDL= 0.0 pat, BCDL= 0.0 paf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-12/0, HOT 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 Ccp 1 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz 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 DRYL.¢CTIONS--------- LL TL in./ Ratio in./Ratio Jnt( s). I. Span 0.00/999 0.00/ 999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 6. 00 Attach with (2) C/L: 0-11- 4 16d Toe - Nails 23H 1.50" 51c6 I 1-3- 2 I-0- 6 0- 6-6 Attar with (2) 16d Toe -Nails 1- 0-0 ,, 4 3 1-0- 0 1-0- 0 R0- 11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n da Systems Bracing shoos on Ibis drawing is era aatiao braioy aind bracing, portal bracing or ovular bracing uthch is a pan of the building deop and %Lich ®y be co®dcred by Or building dmper. Bracing shoun is fin Lateral support of miss u.embtrs only to mduc bucMung length. Provision; corm be Dude to anchor lateral bracing at ends and sped(ed locations dctumitied by the balding design. Additional bracing of the overall structure nay be rc*red. (Sat H)a•91 4005 MARONDA WAY FDIC irFo Ma me W n51719) contact Platel taa TPI a looted aw Sanford, FL. 32771 Campoond Engineering by. Trued Engineering Co.. P.A., 111 Soundsi: PA Pdeao4 NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050060 367 MedaMon FL 6huluota, FL 32766 Over 3 Supports Scale = 0.7294 Eng Job: WO: COVK4 Dwg: TI: J2 Dsgnr:TLY Chk: 7/ 22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 sf v4.7.32- 60668 Design: Matrix Analysis Profile Path: C:\TEE- LOX\Work\Jobs\COVK4\COVINGTON K 4\J2.prx I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:JGRD1 Qty:3 DESIGN INFORMATION Thu design a for en individual heading tmghottcm and ban been based on indf—alun W—dd by tho cl a The designer dirLina any responsibility for damag<s u is renal of &day or iorartci information, speancatiom adfor designs Atmished to Ne trrm designer by the diem end the mrrzgnm or accuracy of this Information a 11 mayrelate Io sped projrtl ad asps m responsibility or eens no comma with regard to fitriotion harWing, sNpinc and i—liatien of uru This rum has been designed as on idtvrdal bwldmg poccot in accordance mth ANSVIPI 1-1995 and NDS- 97 to be incorporated as pan of the budding design by a Building Designer. When mimed for app d by the building designer. the design loading abowo mum be chested to be curt that the dare shown ace in agte:meat mith the local building codes, local climatic records for and or snow Wads. pmyct spcificauau or special applied Wads. Unlm shoo tram has not been designed fa storage or ooeryan ) Wads. The drip assumes cornpremoo chords (top or bonom) art continuously brand by sheathing amass other -se specified When: broom chords in ensson are not fully braced Wenlly by a properly applied rigid m[in& they should be brad at a intern spacing of 10'O' o.c. Comma plan shall be oamtarnoed from 20 pugs hot dipped phairlad clod mining ASTM A 653. Grade 40. unks; otherwise al m m. FABRICATION NOTES Prior to hbn duce, Or hlnutor dull min this dining to verify dust this drawing is in confomanca mat the nhitatoYs plaro and W naliec a coreuming lespm® bi ay for such mrillotion. Airy discrepancies are to be pm In rating bdm raving or fabrication. Plates shall era be rnnalld over kn tholes, knots or distortod grain. Members shall be M for light fining rood W mood bang. Connector pales bull be located m bab ram of mho tram with mils fully imbedded and dull be slm about the joint unless abscise Won A 3N plate a d' wide s 4' bung. A 6.d plat u 6' wide a 9" to.L Slog (holes) non parallel to the plate length speaned. Double am on such members shall rod a the cavuid of We webs oak= wi otherseshun Caurecor plate sin are — sea based m the form Won and may wad to be increased for certain handling ardor ernes stress This true Ism to be fabricated myth nee retardant used hale lad —otherwise Wan For additional lnforanon on Quality Cmtml tier to ANS VIPs 1. 1993 PRECAUTIONARY NOTES All biting and ermiao rectmmenduioos am W be f llWmed In amnrda ere rile aapted industry publior ions. Trt® art to be hadled trial particular cam cluing banding and bundling. delivery and irmalhtioo to amd davu r- Temporary ad pemlaGeal bracing for holding muse in a straight and plumb pouuon and for rmsung literal form shall be designed and imWkd by oabers. Careful bantling is essential and enedoo b=ng is alrmys spared. Nmmul precaaiooary action for tames rryare such temporary bracing during WstalWdon between truss W maid toppling and dmiw iug. The sup -ism of —don of rum shall be ummder tho olamol of pci eepornud In ale inu- 11-limofweePmfcuwcWadvimLWlbcwu&N if needed Concentration of corsrucim Inds greater than ale design leads shall nor be applied to team in a" time. No kods caber than the weigh of the erectors doll be applied W trusses until alter W fastening and bracing is TC: 2x 4 SP M2 BC: 2x 4 SP Y2 WB: 2x 4 SP N3 WDG: 2x 4 SP 02 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This hip jack truss has been designed to carry open-ended jacks. WndLod per ASCE 7-02, CLC, Ve 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Len 20.0 ft W= 7.0 ft Truss in END zone, TCDL- 4.2 pelf, BCDL- 6.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span 0.33/218 0.33/218 2-1 BOriz. - 0.08 -0.15 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. Right End vertical designed for wind. User defined loadcases have been considered in this design. In - Plant Quality Assurance with 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 B 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 oint Locations 1) 0- 0- 0 3) 7- 0- 2 2) 7- 0- 2 4) 0- 0- 0 TOTAL DLSIGN LOADS ------------ Uniform PLY From PLF To TC Vert L+D -11 -1- 5- 0 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -56 7- 0- 2 BC Vert L+D 0 0- 0- 0 -48 7- 0- 2 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-66/96, HOT CHORD 4-3=0/81, Webs 3-2=-128/199, WEB. .. FORCE..CSI. Cr WEB. ..FORCE..CSI. 3- 2 199 0.16 C 7- 0-2 1 2 4. 24 1344 11.31" 1- 5-0 RI- 4-12) 7- 0-2 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma rondot Systems Bracing a not tboamonthisdngelection bracing,cing. wad racing, bracing. Pawl bracing or nrul rabracing ngwhichis a pan of the building design and nhlch muss be considered by the building designer. Bracing shoos is for lateral suppon of wet odenlbers My to n I bulling length. Promsoa must be made W anchor latent bracing at aids and specafied kntaoa deteratind by the building designer. Additional bracing of the overan structure may be required. (See HIB-91 4005 MARONDA WAY D'D Irwort m buMasrt wnesm . sl il9} contact building deslpv (tram Plus lrmitma TPI u Imtd at lgl Sanford, FL 32771 Compmciu Enpmring q- Tres Engineering Co., P.A., gag sound vde Rd Edcoton NC 27972 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE WOO50068 367 Me& Mon FL Chuhao* FL 32766 Attach with ( 3) 16d Toe - Nails 2-I1- 14 Attach with ( 2) 16d Toe - Nails M 242H 2. 50" Scale = 0. 4824 Eng Job: WO: COVK4 Dwg: TI: JGRD1 Dsgnr:TLY Chk: 8/24/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 psf v4.7.32-66702 Design: Matrix Analysis Profile Path: T:\TEE-LOK\Jobe\FL\125\Covington\COVINGTON K 4\JGRDl.prx I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:JS1 Qty:12 DESIGN INFORMATION This design M for an led ,-A l building component and has been based on information pro"ded by the dim. The designer dudaims soy respmuGlity for dam Vets as mull of faulty a mooned itdb nanimt tpeeifneatbns amlor design fumished to the tam designer by the diem and the cormanm or aamsey of this (nfurmauon as it my owe in sped pm)m and seeeps o responsibility or exGtiat] no mntrul pith regard to bbrotlon. bamliny shipncm and umallatim of muse. This truss has been devgrd a an ind-dual Molding ore I in auordance.ith ANSVIPI 1.1993 and NDS-97 to be incorporated as part of the Molding design by a Building Des gor. When revi, d for appMal by the Melding designer. the design loading shown rem be dialed to be an that the data shmro art in ag®erm oath the loal balding codes. Weal dimatec r®rds for ward or mote Wads. project ipeemfiatian or speeial applied loads. Unless shows term has of been designed for man or omtpuuy Inds The design asaumta compression Chords (top or baton) are Continuously Maud by drithing unless otherwise spsdlee. Where balm chords W tented am cot fully braced Mrenlly by prnpedy applied rigid who& they Wcold be brand at a marimun ap.dng of 10-0' o c. Connector plates stall be mameficoved from 20 pug: m dipped gahanind tied meeting AM A 653. Grade 40. unless aeer.,x sbmn FABRICATION NOTES Prier to rabricalsou. the fabrtator shall m„em. this chanting in v mty that tars drawing is in conlormsv co with the 6hnotoes plan and to malice outrunning respom" for sueb venf aum Any disaepasctes am in be pm W wiring before canting or falincition. Plum seam net be installed me knotholer, knots or disarned grin Members Wall be cite for tight Mang mod to uod bearing. Consmar pars shall be Ioated on bah fed of the tam mth rands fully embedded and shall be i m Wad the join unless otberria Woven A 5c4 plate is 5- wide a 4' long. A 6d pare is 6' oide m a' lung. Slots (holes) me p ralle to the plate lerngh spevned Double cuts on ern me berg seal nee as the Controw of the oeha rmleta aheruim shoo Co w pare urn am minimum sire based on the Nees Woven and my need to be irz nod for certain handling andror erediom sires Thu trues a not to be ebnatd with fire retardant treated h-,h, -lea asbmve shone For additional information on Quality Control miter in ANSU Mi 1-1995 PRECAUTIONARY NOTES All erring and eredioo oatimmdat ore am m be foromd W a®rdaee : wroth weeptd industry pdtl-,- Tmam are to be hamillrd .,w puticidar ore during landing and bundlin& delivery and intallatioo to avid damage. Temporary and pcmurlmm bradog for holding trams in a straight and plumb potion and for res aing lateral form shall be designed and umaled by abern CamM bundling is essential and eredm bracing is .Maya required. Normal preawtotury atttm for trustees rgtdns such wnponry timing during umallumn betmeeu truss to void toppling W dmdmng. The ngrrsisim dermbn d tam shall tie under the nerd of psnrts e,periercd to the mnaslwno of tnunim Rd®opal xhice Wall be satghn ref n oded Conmsuuion of consirmrsm Inds greata than the design Inds shall of be applied to tam at any ume, No Wads other than the might of the amen eau be applied to trusses until after W Nine. ug and Malang is TC: 2x 4 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compreasion/Max Tension TOP CHORD 1-2--295/329,2-3=-234/518, BOT CHORD 1-5--33/12,5-4--91/55, 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(a) have been checked. Analysis based on Simplified Analog Model. All COL'1PRESSION 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, Kztes 1.0 Bld Type= encl Ise 40.0 ft W>• 7.0 ft Truss in INT zone, TCDLes 4.2 psf, BCDL= 6.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 329 0.54 A 1- 5 -33 0.64 Cr 2- 3 518 0.20 A 5- 4 -91 0.64 7-0-0 6.00 3.00 oint 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 MAE. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift 7 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 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 0.32/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- 0I I 449# 8.00" 228# 1.50" 7-0-0 ,. Attach with (4) 16d To T ails 2-5-6 Attach with (4) 16d Toe -Nails 1T L1-0-0 t, 7-0-0 77 R0-11-11) 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 Maronda Systems BnangshowzmLhudmwingumered b=n&mndbraong,pmwbmcingati=wbaanguhxhaapand now r:TLY Chk: 7/22/2006 the holding design and utieh be considered by the Molding designer. Bering shoum is fm lateral Coof trues members only W rim bucking lenVA provisions man be made to anhar lateral bracing in ends and qedfied Intestines determined by the building draper. Additional laactng of the mmraR stroeture my be required. (See HIB-91 TC Live 16.0 psf Lbr DF : 1.25 ofTPI) For spear true tracing rcgnn-rnts. comas building designer.fynm Pare Institute. 7P1 is Word at 533 TC Dead 7.0 0psf Pl t DF : 1.25 4005 MARONDA WAY Drnmhw Dme. Madison. Wummo 53719). Sanford, FL.32771 CmpmuuEngiotumgby. Truss Engineering Co..P.A.&I&SmmL.Rd, Edenton. NC27932 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 W0050060 BC Dead 10.0 psf Code: FLA 367 MaxlaMon FL Chutuota, FL 32764 TOTAL 43.0 nsf v4 . 7 . 32-60757 Job: COVINGTON K 4 Customer:1011 UPLIFT D.L. WO:COVK4 TI:JS2 Qty:2 - DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. Joint Locations This design uf«anindividual building mnponemand BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 6- 8- 8 bas boa based onto-•ionpr-ded by the clew. The WB: 2x 4 SP N3 continuously braced unless noted otherwise. 2) 6- 8- 8 4) 0- 0- 0 dmpxedud im ny-poesiwngf«daumroas. nemh 2x 4 SP N2 0- 0,0- 0 Right Ynd vertical designed for wind. Doer defined loadcases have been considered dodryorinmrtmm( eumdetagnaspeciGeni«u antler design 6uoislyd w the wss dmgnla M the anon MULTIPLE LOADCASES -- This. design gatper mP istheWndLodrASCE7-02, CLC, V= 125 h, in this design. 4nand lbem.amm«amvrr ofthti int«out, nit composite result of multiple loadcaaes. Be, 15.0 !t, I= 1.00, Exp.Cat. B, Kzt= 1.0 In -Plant Quality Assurance with Cq= 1 may mine te spm project and anapds No Shim or wedge if necessary to achieve lull Bld Type= encl L= 40.0 ft W= 6.7 ft Truss MAR. REACTIONS PER BEARING LOCATION ----- reVonubdhryor- endmsnocoastal main rcgudan bearing. in INT zone, TCDL= 4.2 pal, BCDL- 6.0 paf R-Loc BSet Vert Horiz Uplift Y Type Fmndl,-- ship- nnandinstallationof tat' That tnm hn been desip ed as an hddK%hW building FORCES (lb) - Max Compression/Max Tension Impact Resistant Covering and/or Glazing Req 0- 4- 0 1 342 436 -366 B Pin mmpmem ana® ndam with ANSUTPl 1.1995 nd TOP CHORD 1-2=-206/98, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 6-10-12 1 288 0 -484 T H Roll was NDS- 97 tobennrpoatedpanofthe bolding design BOT 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 by. Building Deeper. when misuse f«app-1 by Webs 3-2e-85/565,0-0--195/18, 0- 3 -285 0.41 PROVIDY HORIZONTAL CONNECTION PER SCHEDULE me building d'+ pnea.U.design madn'npabo."mn°be ch-*,Atobelaneuwmedam wornare inapslrcm 1-0=-226/287, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. Cr --------GLOBAL MAX DEFLECTIONS--------- mth me local building codes. local climate move for 3- 2 565 0.21 C 1- 0 287 0.43 C LL TL edoasnierwad&pnion speciiamansorspacial in./Ratio in./Ratio Jnt(s). applied loads. Unless shown truss hum been designed Z.Span-0.10/117-0.19/390 3-0 r«nongaor«enpmry wads. The cona:mna O wiz. -0.O1 -0.02 NA re conpdmio« n chards (lapbasso) am aaunnmushy bramd byst-Mngnnkaahenucspecilied Wham Max DL Deflection L/156 = -0.09 bosom chow u, ions are put idly bnmd Ineally by. Long term deflection factor 1.50 pmpcdyappl;mrigdmhng.deyamwdbebnomu u=m gac, ng of IOo' o c Caamaa pins mull be ant ubawd from 20 gauge had dipped phanimd soma 7-0-0 mming ASTM A 633. Grade 40. oaks; othe lim ahem FABRICATION NOTES 1 2 Prior to Obrciation. die wbriat« shall revica this drarivg to wally than this dm., ng is in cmfonnaorz mtb F 6.00 the blaioton'a plans am to nealne a coobnniog bpoosibilny for such vcKfiatim. Any discrepancies are an be gad inventing before cutting or hbiattm. Plana mall m be nsudkd over knoabolu, knots «Attained 6x8 gain. Menbeashall becon fair tight fining .00dto.00d beans{. connector pWa mall be looted on built Oda of the uuss with Ads fully imbnddrd and slssll be sym. cum 3-10- 3 Abe goat ®1m «raise sboan A 5a plme (s 5• aide x Vining. A 6xt plate is 6' ride e Y long. Slou (boles) natin p.nikd to me plate length spmfied Double an on web ®,bens;h ll ad in die oautmd or the udla elm 2- 6- 4 2- 2- 6 mh=wite shorn Comte plate site = minimum den based on the forts shores and unity need to be incard for curtain handling an for ertaion sues$ This tam is m m be hbriaded rim Ben maw$ dreams 4-3-2 4-0-6 lombe uelm otheri= morn F« amui l inwrwtioo no Quality carom era to ANSVM 3x4 1.1995 3x4 2x PRECAUTIONARY NOTES 0-6- 6 Sx6 3 C6g 4 All bracing and eeeiom n nommeodatiooam to be 1- 6- 2 1-6-2 rdwdled in.®wam uh.e y ended sub publications rnmantes am be toddled r,mpanictdartoneduringbandingsaidbundling, delimy and insualWieo te awiddamage. Te apnnry an d peen.-t bracing for hN ing tnmu In a umgN and phwD 1 pouliou asd for tesisuug -,an forma mall be desigord and umWkd by other. Ca,eml handling is essential and 3.00 auction brads{ is aMgr mquined. Navel parecraamary actin for tame mquinf sncb temporary tracing dining installation buo, en wsso to noid toppling W domtming. The supevisim detection of uusse shill be code the nmtml of pates CxDefl In 0-8-01 mill installation trusses.trusses.14ofessiomad, l advice be aoujN allifneeded. Ceusmntiondcomnnton leads gmnmthanthe design codscow not be applied to tames in any time. 1 No bob olha than Ih renget of the amount mall be 342# 8.00" 288# 2.50" applied to tome soil allet all fie-ning and bracing is m 6-8-8 4 3 IC 1-0-0 7- 0-0 a. R0- 1 1- 11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4193 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO Dwg: TI: JS2 Maronda Systems ERECTING CONTRACTOR, BRACING WARNING: Bnringshmmwthisdrar,ngnsmaeaionbnnng, rindbradng.porWbming«siminbtadngwhichuspanof the buildutg design and udtich cons, be mnsideal by the bmdng daipen. Bnaang shale is for latml suppon of ours Dsgnr•TLY Chk• 7/22/2006 TC Live 16.0 psf Lbr DF : 1.25 aGnbe a only to m&= buckling kngth pre,dons must beBodetoaKhonmealbnr,ng at ends and spe:rled wanes deenniord by the bolding daiple. Additional bracing of the oKnan un¢nue may be mquind (See 1-91 oo t oo l2.t mwnsmgt lnttn 9j'conmwtwtngaoigecframwtelwtmte. Tel u locatedat533 TC Dead 7.0 sEp Plt DF: 1.25 4005 MARONDA WAY O.C.: 2- 0- 0 Sanford, FL. 32771 CmVomm Engtneenngby:Tom Engineering Co.PA.Sla Scundsidc Rd.Edent.NC27932 BC Live 10.0 Pef 407) 322-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE 000050060 BC Dead 10.0 psf Code: FLA 367 Medamon rL Chutuoka. FL 32764 1 TOTAL 43.0 psf v4 . 7 . 32-60758 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\ COVINGTON K 4\JS2.prx I I 1 Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:JS3 Qty:4 DESIGN INFORMATION This desiga is fin an undlii&W building woem pooandit hban basedon inf—tiro Provided by the dent. The dmg>Q disdaitm airy teSponsi'hhly for damage a a roesah of &dry or iemnm idorm„a. spmfleniom andfa designs furmshed to the tnsa desigm by the diau and the corregoea a accuracy of this tnformvioo as it may Noe to a cp=h prop= and accept s no taponsibilily or esemtin on carol with regard to hhiatio4 handli— dupmcot and imun.tion of un""s. This rum he been designed m m individual building aopeoca in accmdanoe with ANSVIPI 1.1995 ud NDS-91 to be incorporated as pan of the building design by a Bculdung Daiger. When revic of fit approval by the building designer. the design to idinga shown muss be Laid to be sure that the data shown art to agreement with the local holding codes, local ct(aatc records fit wind or mesa Inds. pop= speei6alica s or special applied kinds. Unless shorn, tnm has not ban deipel for storage or occupancy lads. The design ammo ocanprasiao deeds (top a bormm) are continuously braord by stothingunlm asherwisespecified Whm boom chords to t®on tie no wy bawd htmlly by a popery applied rigid ogling• they should be braced in a ma mum spacing of 10'- 0' o c. connector plan shall be mtmh>actured fro 20 gauge bat clipped gahwniad steel owing ASTM A 633. Gnde 40. unless otherwise shown FABRICATION NOTES Prim in hhiatiom the fabricator shall re rim tut dining in ver* thin this drawing Is in mNhrmance, with We fat riatoft plains and to remline a oo nu ng rapecou lily for inch verification. Any disaeptneia ate in be pa in writing before cutting or nbriadoo. Plain thin m be installed wa knothole, kms ornd diso gain. Meeobers shall benett fin tight Ming wood to wood baring. Connector plus shall be located on bah font of the ones with utth fully it be and shall be qm abo the pint unless otherwisc dawn. A 30 plate is 5' wide s A- den& A 6s1l plate is V wide x g' Ion& Slots (holes) non parallel in We Wane Imgh spmfed. Double sat on web ®i. shall min in the eentroid of the webs unless otherwise shown. Connector Wine sim are mtumuat dm band ne the forms shown and toy nrd to be imasd far brain hulling and/ or erasion stresses Thu trust a net to be fihriaol with fire retardant treated I I unless otherwise shown. For s lditioml iofomatnm on Quality Coned refer to ANSVIPI 1.1993 PRECAUTIONARY NOTES Ali brads and anion remmmcdatms tie to be fullowd io acordame withaceeptd industry publications. Tram an, to be handled with panicidu ere dunng banding and holing, delivery and innallalne in avoid damage. Temporsry and perin•.how, brscng fin holding tnases in sin, ghi and plumb position and fa resisting IincN faces shall be designed W tnindled by ells=. Care6d handling is essential and erection bracing u always required Nonni[ precautionary pion for b® requises such temporary bring during 0 si 11,'lon berwe. to® m nwid toppling snd demineing. The supervision of eretion of tram shall be under the control of persons in the installation of truce Professional adsim shall be night if rt¢ded. Concentration oformctmn n( cods grater than the designloads "I caw be applied totrusses at any ume No loads other than the wcght of the ere sors shall be applied to tomes anal after all fisenng and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP Y2 WB: 2x 4 SP N2 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 1-2m-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, C& C, V= 125mph, Hot 15.0 ft, I= 1. 00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Les 40.0 ft Wcr 5.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..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 3. 00 fl I : 1 Ili• joint Locations 1) 0- 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift 2 Type 0- 4- 0 1 253 219 - 311 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 Boric. 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) 109i1 1.50' 16d Toe -Nails j I-11- 6 Attach with ( 2) 16d Toe -Nails 2531$8.00" 108n 1.50" 5-0-0 4 3 0- 10- 8 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: Ma eon d a Systems Brcing shown co this drawing ism creation bracing. wind bracing. purW bracing or sine lar bracing which is a pan of the building design and which must be eansiderd by the bolding designer. Bracing shown a for Ineral wppon of tma mcotbrn only to re I WWing knpL Prviaont ohm be made to anchor lateral bracing in ends and tpmfted 16— Ioctum, determined by the building dmgm. Additional bracing of the atoll anisture may be required. (Sec HM-91 d TPO.Forspec, von broeing requitemrna, contact hu drug design (Truss Ram Insures. TPI is locsied in 513 4005 MARONDA WAY DOnofiio Dri-, Madeson, Wisconsin 33719), Sanford, FL 32771 Cangonemt Engim=ing b)- Tnea Engineering Co.. P.A.• 919 Sau^lsi"- Rd Fdmtam NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4WOOSM68 367 Modamon FL Chuhsots, FL 32748 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 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32- 60759 Design: Matrix Analysis Profile Path: C:\TEE- LOX\Work\Jobe\COVK4\COVINGTON K 4\JS3.prx I I 1 Job: COVINGTON K 4 Customer:30N UPLIFT D.L. WO:COVK4 TI:JS4 Qty:4 - DESIGN INFORMATION Thu asp u fin an individual bildrng ampomu and bin been based n 1•r -,%,w paidcd by the dint. The riper do elaims any responsibility Ibr dannto as result of faulty or incorrect informuton, spadficatron s a for dmge hunished to the tom de9sov by the dim and the eorsct s a misty of this information a u any relam to • Pacti Pope and acoep a no responecil114 a —daes an control mth regard to ebriadam haodlmt NiMm and installations of tsumef. This truss; has been designed an, an irsdreidml buthltry cotIoocta in atsnrdame with ANSVipI 1-1995 and NDS-97 to be incorporated n pus of the bufl6ng danp by BWkh g Designer. When reviewed for tppra>tl by the building danpv. the design Icodsnp shovrn corm be chedmd to be sole than the dam doum art in apKlRnt with the local b,dldnag codes, local climate: r®rth fa wind or ansow bads. pojecs wmfhuots ar special apparel loads. Unless shoun, truss has not been dedprd for uoraze or occupancy Inds. The deep arm oosttprsioo elands (top or bmlom) art oauint aNy brood by sheathing unlea uthmv,se ryeifred Where boa chalo In trndm are not fully braced Weraly by a Properly appled rigd oealing, they shortld be brood an srad— spodng of 10'-0' o e Cnncctue Plata shall be m ssubca ref from 20 gauze hat dipped pHamad steel mmmg ASTM A 633, Grsde 40, onkv ether%— shown FABRICATION NOTES Pro to hblleatio4 the mDnomr skull ncvaew this riming toverify than this dining u in c or m unm wvth the fabncatal plans and to realize a caunnuing respo= Wny for such vetillcatioo. Any drsrrepania an: to be pm in writing bdme outing a fabrication, Rates skull not be installed over knoshoka, knout w dmorud gran. Members sIW1 be cut for ught fining wood to wood baring. Connecter plates shell be band out bah ram of the thus with nails fmly itnbddd ad shall he s3— how the Prim nsnles mhm= shown. A 5,4 plate u 3' wade s 4' long. A 64 plane is 6' wide a S' long. Sloss (Iola) rn parallel to the Plane Icoph specified. D.bk can on um ozmbm shall mra an 0. run id of [be webs unlm oth. w;so shorn Condor Plate uzes arc minimum sines based an the forts shown and may need to be imeard for certain handling ardfur erection street. Thu truss is not to be rabricatd mth Om roarduu uotd hmb. onlm nahr....e shore. For oddttiunal sofa tooko on Quality Control ref. to ANSVrPI 1. 1995 PRECAUTIONARY NOTES All bracing and Crain raam+rcdato am to be fmlowd m.maauct worth amePrd rrdonry prbliealioas. Tmsa tie so be hurdled lath particular cam durutg banding and hwdlin& ddivay and installation to avoid damage Temporary W permatsnt bracing rear bolding truss, ,n ought ad ph, b Pontine and fm nssting Wend form dull be draped and installed by others. Careful hulling u essental and emcsson bran{ is d-)s required. Normal pmomionary actions Car tress rtq,c+a such teaapaary l radN dunrur4 installsam bctrreto trusses to avoid toppling and dominoutg. The aapemsino of canton of trusses Ball be under the con rd of penny esaperinmd in the i„• ty=_ of utaa Rofemood advise dW I be sough, f needed Cmmuntnn of cormrmtoo I& pat. Nan the tkp dloadsdull not be applied totittssa an any lime. No Inds cuba than the wcL& or the.mera dull be applied to tresses nul aaa all huming and bracers{ is TC: 2x 4 SP #2 BC: 23c 4 SP #2 WB: 2x 4 SP H2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truce. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-6/34, HOT CHORD 1- 0=-82/74,0-31-11/16, Webs 1-0=- 65/68, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 1- 0 68 0.13 C Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-02, CLC, Ve 125mph, Hen 15.0 ft, I= 1.00, Exp.Cat. B, Xst- 1.0 Bld Type- encl L- 40.0 ft W= 3.0 ft Truce in END zone, TCDL= 4.2 psf, BCDL- 6.0 pef Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 34 0.23 A 1- 0 -82 0.13 0- 3 16 0.04 Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 05/527 0.01/999 2-1 Boris. 0.00 0.00 NA Max DL Deflection L/702 a -0.04 Long term deflection factor = 1.50 2- 3- 3 0-6-6 1 t 3- 0-0 Unbalanced load caae( s) have been checked. joint Locations 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boriz Uplift 2 Type 0- 4- 0 1 168 140 -258 B Pin 2-11- 4 1 64 98 -161 T Pin 2-11- 4 1 67 0 -39 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 6.00 CIL: 2-11- 4 Attach with (2) 649 1.50" 16d Toe -Nails 3.00 0- 8-0 168M 8.00" 67H 1.50" 3-0-0 ,. 4 3 l 0-10- 8 ,, 3- 0- 0 R0-I1-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRONING TO BE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING. WARNING: Bmmag da,uo an this riming ss not trmbn brndng, wad bracing. ptuul bracing or antmlar Erasing nhkh us pen of the building drip and which must be firm . by the bwldtng desigrch r. Bracing shwa isrot1-t.a1 son of tom saw m®hms only to ref= budding length. Pra,sro is n,m be rode to anchor lateral branog at rah and specs loaatioru aktermrnd by the bwlmng designer. Adbtamal bracing of the overall Mrcvue my be required (See H1B-91 dTPI).Fa h tom Erasing regtdremensta, tmtact bwldtng daigrr, from Rate lonttute rn u located an 5a3 4005 MARONDA WAY D' Orohio Dme, Madison, Win 53719). Sanfofdr FL. 32771 component E4r wing br Truss; Engremng Co,. P.A., Sit So udsde PA Ednuorn. NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 00050060 307 MedaDlon PL Chuluota, FL 22766 T 1-5-6 1 Attach with (2) 16d Toe -Neils Over 3 Supports Scale = 0.4600 Eng Job: WO: COVK4 Dwg: TI: JS4 Dsgnr: TLY Chk: 7/ 22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-60760 Design: Matrix Analysis Profile Path: C:\TES-LOX\Work\Jobe\COVR4\COVINGTON X 4\JS4.prx Job: COVINGTON K 4 Customer:10() UPLIFT D.L. WO:COVK4 TI:JS5 Qty:4 DESIGN INFORMATION This denipn is for an indnidtcl In, Winn ®putout and ho been based on mrormuioo pavndd by the dims. The de igna diialams any tesyotmhlity for damagea as a ill of faulty or inooerm infarn amr, rymflotms and/or deags titraislied to the trvu designer by the dent and the mrmmm a amnxy of that infortnami n it may retain in . specific pmjm and neaps no reapo sttrhy a e weraer an mmM .nth reprd b blaiotiou handling. shipram and imWlatioo of tiro This tiro hu been hsprd n an HidraAW building mitpomm in wi ordam: with ANSVfPI 1.1995 and NDS-97 to be incorporated a pan of the Molding deap by a Building Deaver. When revimmd fa approtd by 11c building deagm, the dcaign loading, shun mum be ohc5d to be ran that the data about are to atrmnient pith the tool Molding adct local dimes records for wind or ciow load& Project spmnution, or Pedal applied loads. UnIm shom tiro has not ban dwgn d for !orate or occammy bads The design scams mo>pre svoo chords (tap a bauan) are aalmaomly broad by sheathing nnlm aliciv a Wea fled. Where balm Words tote—ku, are on, fully Mined laterally by a pnipedy applied rigid tailing. they should be brand at a nua®m ryaeng of lea• a c Comma pWa dull be nunuhmued from 20 gauge ha dipped ph=nd seal meaning ASTM A 6-55. Orde 40, mlm nfie.ra uie ano m. FABRICATION NOTES Pray to fahn— the fabrialor shut re iea this dining to wrifj• than this drawing is to amfamam with the fabriatoes plane; and to malin a oaretadng nspbm'bility for a rb arnftatm Any du nepanm am to be Pin to onmg bdae !dung or fibrimtim. Plain mall m be installed as kmholm kma a dammed Past Meriden; dull be rw for Lien filling wtad to word beartag. Cmnmor plain dial be bowed on bah fkaieei of the trim nth mb" itubodded and dull be 9TM abm the joint unlm alien-ne Wout. A Ss4 plate is 5' uide a 4' Mang. A 6st plate is 6' aide . t' lone. Sid. (hula) run parallel to the pule length spaifted. Doable eau on web amtberi shall min m d+e aaamid of Lh wets unlaa othemise shave. Comma plate airs are minimum Lim based an the form shout and may noted to be imeatad for ou tan handling and/or crmion armed This trm ism to be Obri atM wth tiro retardant treated brother trot- oil— shwa For additional nfen ntim on Quality Control ruler to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bridtig and ammo rasammendatiom am to be folbwad ni acoord— worth .aeptd ,ndmtry pablitatiota Tama am to be IuMlid with pantmlt r am during banding and bundling. delnvy and installation to add da nap. T®porary and ptYwraiii bradng for hNdint tnea a in a straight and plumb position and for ratatry Lateral form shall be designed oil in aa0d by wbers Camlhl Handling is to ential and amim taming s alwtrya required. Normal ptrcamMary aion for intentsrequirea acb urriporory hmnng dugrin Ilm.m bow® truaea to mid toppling and domimag. The aVcni of erream of tinder shall be under ft mmrel of penma eayerko d in the installation of Inds Professional adtia shall be amen if—IM Cats urabm orcmanid;m lava groats than the de dpn lards dull not be applied to tr®e at any unte. No lads other than the men of the ermoo shall be appld to truss until alter all facemng and hoary is TC: 2x 4 SP #2 BC: 2x 6 SP N2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCE 7-02, CLC, Vei 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 40.0 ft W= 1.0 ft Trues in END zone, TCDLea 4.2 paf, BCDLea 6.0 paf 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 - 1.50 1-3-3 MULTIPLE IAADCASES -- 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 HEARING LOCATION----- X-Loc BSet Vert Horiz Uplift 7 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 T 1-0-0 1 2 6.00 3.00 0-8-0 N 87N 8.00" 39N 2.50" 14 1-0-0 4 3 I, 0-10- 8 1-0-0 t 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 0-11- 6 0 9 tech With (2) 0-1, 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: Ma ro n d a Systems Bring dwt on this din & ism eraaien bracing. mail bring. portal b—S or nmiar boring which it a pat or the balding drop aM etch mna be murdered by the buildingdesigner. Brateng chat is W Lateral uppon of truce aerobes only to mds bodling kngLk Proviama min be made to ambor Wend brring a ems and spedfd loostbm emaned by the building designer. Addniaul bring of the aerall anoint, may be re#red (San HIB-91 of 77I).For spoo trmf Maang requreaena& cuaaer bmddfag desigum(frtm Plate Insunut TPI s Mad at 523 4005 MARONDA WAY D'Ortafrb Drug Madam Wi¢mtan 53719). Sanford, FL. 32771 Component Enginiering by: Tim Engitming Co.. P.A . tit Souitdade Rd, Edmm NC 27932 407) 321-0064 Fax (407) 321-3923 TOMAS PONCE P.E. LICENSE M0050060 367 ModaMon L ChLd aotar FL 32766 Scale = 0.8097 Eng Job: WO: COVK4 Dwg: TI: JSS 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 TOTAL 43.0 psf v4.7.32-60761 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\JS5.prx I I I Job: COVINGTON K 4 Cuatomer:1011 UPLIFT D.L. WO:COVK4 TI:JSGRDI Qty:2 DESIGN INFORMATION This deign if foe an iodnimal building oompomu and Is. bem lased on inlormuion proaided by the dint. The deiper Nslaiw nay rtsporm'hllq fa daosages n result of faulq or Imonco inforcratiorL grecir ariom and/or dmgm Ilwrshed to the uua dedpv by the dices and the oorroct® or accuracy of this informalim as It nay relate us. pocifk props and occepu no rupo®bdity ar everea m coouol with regard to f brialm handling. disposals and iusualWion of tasses. Thu srua has been designed u an udnidead building component in aomrdanne with ANSVITI I-1"5 and NDS-97 to be incorporated a past of the building deign by a Building Designs When miewrd for approval by the holding designer. the design Imdinp shown onto be drdcd to be mu that the data shown are in apermea with the local holding codes. soul climatic records for wind a amx lolls, project spedllolrom a special applied Inds. Unlm shwa truce has m b® designed for aongn or occ parry loads The dmgn assumes oar . dads (top or boom) are continuously broad by thcolhng unlm oticmm specified. Where boa dads in Lcovic n are ="based Laterally by pespiesly appWdesil riDd -Bali they should be hand a a dnmm spacing of led' W ' o,c cona plate he omrdmarrtm dfro20pule hot dipped plrannad sued oseeingASTM A 653. Gads 40. unless athwve shown FABRICATION NOTES prior to hholica, she hbnatn shall rniew this drawing to,-* that this drawing is in confarntana u,ib the fabnmors plans and to nealiec a continuing repoavbilsty far strh reeifiaum Mry dtscrepamo are m be pa in wrtung belle adting ar fabrication. PWes hall m be insualled as kmthdes, Isms or dusened gala. M®bers shall be an for lieu fining wood to wood bano, caanrs7or plan dald be looted an bah faoo of the uuv with oils fully imbedded and shall be qm about theyem euileu otl, ernia: shown A 5ve plate is 5' wide x c' long. A fad plate is 6' wide x 1' I=g. Slaw (hole) nos paaalL, to the plane length spmfied. Double ens on web acmbers shall min at (he eeauoid of the wxhs unless ab=wi a sbowu Contactor plate siac are stunimm Sias based on the fain aMwn and may need to be 111Q4and for certain handling andlar crK110a ores. This item ism to be fab=ted wnh Bu ruardant Irnted homer ovum other txae shwa For add,tsoonl iofamatioo on Quality control rdu to ANSUTPI 1.1995 PRECAUTIONARY NOTES All baring and erosion ,..... surse dat)nm are to be fbllwrd p a rdnnco Path aRtpled Induory pwbfiatfoos Tnme art to be handled wvh panculnr cart during banding and hurdling. ddhwy and installation to aaxad dareap. Temporaq and prmurcm bracing for holding tn® ui a susught ud plonb p®tin and fa ruing hurl foes dell be dmemd and Installed by ahess. Careful handling is coastal and ereafon hitting is alPrys rcguirtd Norml pommaury action for uttssca rcgmres arch temporary hradag dmdae installation baween (reuse to acrid toppling and doneinoing. The sepeniaon of erection of Insulates WII be colder the (rmral of permm Gglerlanad In the nnaalWm of trots Proleamal .brim WII be soughs if coded Cauanraunn of crnsurm,on /cods pet= than the deeps loads Wll m be oppl,ed to uusses In any Lime. No loam c ht, than the %right of she anion Wll be applied to tnssin; cowl Idle all fattening and bracinl'u TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP # 2 0- 0 2x 6 SP 02 0- 0 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Shim or wedge if necessary to achieve full bearing. User defined loadcases have been considered in this design. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y 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 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. Thia hip jack truss has been designed to carry open-ended jacks. WndLod per ASCE 7-02, CiC, V= 125mph, e= 15.0 ft, I- 1.00, Ezp.Cat. B, Kzt= 1.0 Bld Type= encl L= 6.6 ft W= 9.4 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 pet Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2--787/1228,2-3=-207/105, HOT CHORD 1- 4=-1375/791, Webs 2-4=- 602/1275,4-3=-207/494, 0-0=-579/ 223,1-0=-448/160, 11- 5 268# 11.31" 9-10- 0 4. 44 2. 12 joint 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 PLY From PLY To TC Vert L+ D -11 -1- 6- 2 0 0- 0- 0 TC Vert L+ D 0 0- 0- 0 -83 9- 4- 8 BC Vert L+ D 0 0- 0- 0 -72 9- 4- 8 In -Plant Quality Assurance with Ccr 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 1275 0.38 C 1- 0 -448 0.17 4- 3 494 0.16 C T 1-8- 2 1 457# 2. 50" I, 9-4- 8 t R 5 41- 5-0 9-4-8 Rl- 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 CONTR TOR. BRACING WARNING: Dwg: Macon dal Systems Bracing dgxr on thu drmeing ism union bracing. wind bracing. postal bracing a amilar bracing which es pan Degnr : TLY Chk the building des,p and u hich corm be oau,demil b) the building dr9gm. Bracing ttuwr isfor lasrnl appal of truss met— oil) to toss boctbng length Prairiom nuisu be crude in anchor Iatrnl bracing in ends and spmfned locations detenerined by the building detpa. Additional bracing of she overall anrnra may be required (Sin HIB-91 TC Live 16.0 pef 4005 MARONDA WAY oD'OW—Ddm Mail—" W bracing samm 53719); buildingdeopc.(i ua Plate Inamm a 7PI a located nSU p TC Dead 7.0 sf Sanford, FL. 32771 Conpacnu Enpscertal by: Truss Enpncoring Co. P A,. III Scurds,de PA Edenton. NC 279]2 BC Live 10.0 p9f 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE *10050068 BC Dead 10.0 p9f 367 MadaO)on L ChuluoUa, FL 32766 1 1 TOTAL 43.0 psf 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 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobe\COVK4\COVINGTON X 4\JSGRDl.prx I I I Job: COVINGTON K 4 Customer:10$ UPLIFT D.L. WO:COVK4 TI:MHGRDI Qty:l DESIGN INFORMATION This design if fa an iodnithnl WJdmj mmpoocn and has b® based co inforvs tum paidod by the diem. The designer dudaims any esponvbil ty for damages as a result of faulty or nmortm information. Ve aecatdau and/or tlmgm ILmished to the tram design by the duciu d the mrteanm or amnq of this infornnum u it may mine to a sp ct pnjm and accepts no responabiliry or ecoscises no control with regard to fa6ritatioq handling. shipmrum and installation of tomes. Thu tom has been deigned a n ud-dual building mrpoomt in a0>7ldame .ith ANSVRI 1.1995 sind NDS47 to be intnrpmattd as pan of the building deign by Building Dmper. Wbe n reviewed for ppraal by the building designer. the dmp loading shown mom be cbetked to he sine this the data shown are is agtmnent with the local timmina codcs, local drnadc record for wind or smv loads. pojm spadlle. - or special pplid bads. unless shown. tom bass no been desgrod for storage or occupancy leach The ding assume mrprmm dbwds (top or bottom) are omwmouly braced by shothing odea mmishe specilkd Whose bastcm chords in norm lie m fully braced Werally by a prupedy applied rigid mhng. they build be braced st a madomm spnong of I0'd' o c Cmr4ssm Plates shall be onnafaraud roam 20 garage has dipped pnamad steel meeting ASTM A 653. Grade 40. onlm dherwve shown. FABRICATION NOTES Prior to abricatioq the bl rtcamr shall rewew this dewing to a 14 West this drawing is in co-formam with the iahrlcalara plans and to malUe a co-umilng rtsparnsibiliry, for such vmfltatim Any dt¢repondes am m be pal to wndng before cutting or fabricatwa Plato Wall m be waalkd mw knotholm knots m distance! grata Members shall be m for light fitting wad to wood hearing. Consnm pales shall be looted can both fin of the bin with nails Ildly imbedded and shall be ym about the Our wilm dh- shown. A SN Plate is P wide z 4- king. A 6A Pale a 6' wsrie x a- long. Slats (hole) run paralkl m the ptsa Imph spea0el Double cim m web member shall min so the ocotmid of the weds unlm atbossrise down. Cooumm pWe sass we minimum aim bad m shtheforces own ad may nerd to be utcinsd oar ca mm handling and/or oscdan aI6Ca This truss is m to be fabricated with fire rdardam autd htmbos nodes- cthnve shown. For sAEuicoal infmmatim onQmUry Control refer to ANSVMI I.199s PRECAUTIONARY NOTES AB bnnog and ermion recanmedatiom we in be fdlorrd in scordame with accepted iuhmry pubhottona Tema are to be handled with panicular care during banding and Willing. delr.ey W i-flationmar,viddamage Temporay ad prrit- bracing for hold;-. onam in a straight and plumb Position and for rusting Weral foam shall be designed and insalkd by ahem CamfW hulling is essential and ermioo bracing is always railourd. Normal precautionary xswm for trusses requires such tmngmay Miring during r,a•i bdweco trusses to amid toppling and dmtinoiag. The smpmuton of ueaicn of trusses shall be under the control of pinions ecycnenocd in the him of trainees hofessnuW advice shall be sough V netwed. Cadxatrarmo of corinruaioo Inds greater than the design lads shall m be applied to tome/ at shy time No loads other Wes- the wcglu of the mum still be applied to trusses until w1cr all listening and bracing is omgled TC: 2x 4 SP 82 BC: 2x 4 SP N1 D WB: 2x 4 SP 83 WDG: 2x 4 SP H2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This 1-PLY Hip Master designed to carry 5' 0" 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, HOT CHORD 9-8=-557/1946,8-7--784/2544, 7-6--S98/1843, Webs 2-8=-78/796,8-31-608/256, 3-7=-134/164,7-4=-112/907,4-6=-2134/692, 6-5--158/100, GLOBAL MAX D77LECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.19/999-0.38/594 7-8 Boric. -0.04 -0.08 NA Max DL Deflection L/999 - -0.19 Long term deflection factor = 1.50 5-0-0 3-3-3 0-6-6 1 t PEI 1407# 8.00" 6.00 11 or (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. Right End vertical designed for wind. User defined loadcases have been considered in this design. WndLod per ASCE 7-02, CiC, V= 125mph, H- 15.0 ft, I- 1.00, Ezp.Cat. B, Kit= 1.0 Bld Type- ancl L- 58.0 ft W= 19.7 ft Truss in INT zone, TCDL= 4.2 pef, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Supported apan 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 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" 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 PLY From PLY To TC Vert L+D -46 -0-10- 8 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 19- 8- 0 BC Vert L+D -40 0- 0- 0 -40 5- 0- 0 BC Vert L+D -67 5- 0- 0 -67 19- 8- 0 Concentrated LBS Location SC Vert L+D -255 5- 0- 0 MAK. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz 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. ..YORCE..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 A'' W .sxa 19-8-0 2-10- 3 3- 0- 6 R 1434H 4.00" 10- 1 19-8-0 O-II"12) 255.34 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 Moron des Systems Bracing shwa oa rimming u nu eremioo windw,bracing. portal bracing or similar bracing which is a pot of the building desip and which must be costsidmod by the holding designer. Bracing shorn is for lateral support of tom DB gnr : TLY Chk : 7 / 2 2 / 2 0 0 6 mvub- only m rduce btwfltng knob Pmttaons norm be made to anchor Wend bracing womb and sp ctili Iccaucns ddambrd by the Wbm,ng een . Additional bracing of tfte structure stre maybe rc*md (See HM-91 TC Live 16.0 psfofTPI) F. specific unia bracing mq. LbS DF : 1.25 4005 MARONDA WAY WOnofmDrive.Madison. Wisconsin!) 171co9t1aoTC Dead 7.0 oaucilanldinydragooslTunssRaulwnveTMaworduses) p Plt DF: 1.25 ofSanford, FL. 32771 Component Fngirorring by: Truss Eogist¢nug Co. P.A. 213 Soumda4 Rd. Edenton NC 27932 O . C .: 2- 0- 0 407) 321-OOG4 Fax (407) 321-3913 BC Live 10.0 psf TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE OOGOSM66 BC Dead 10.0 psf Code: FLA 367 MadaBlon FL Ehuhfots, FL 32766 TOTAL 43.0 psf v4 . 7 . 32-60676 Design: Matrix Analvais Profile Path: C:\TRE-LOK\work\Joba\CMM4\COVTNGTON K 4kMR(%RD1 _new Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:S1 Qty:5 DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADCASES -- This design is the oint Locations Thisdeap Ulm anmdhidnnl buld,ngcompae. and BC: 2z 6 SP #1 D composite result of multiple loadcases. 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 hn Germ based o. I.rnrwtion pro.+na M the um. The 2z 6 SP #2 8- 9,7- 8,6- 1 User defined loadcasea have been considered 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 dmg-dnxlaimsaoy biGry fwdamoga as a WB: 2x 4 SP #3 in this deal 4n • 3) 20- 0- 0 7) 2 9- 5- 2resultoffsulyor ,ramrrea idornutioo, sPnrifistnom andfa designs 0unished to the am draper by de darn 2x 4 SP #2 2- 8,4- 8,0- 0 Bracing Schedule: 4) 29- 5- 2 8) 20- 0- 0 and the mnmness or aataxy of thiskNormxnon a it All COMPRESSION Chords are assumed to be Chords Max O.C. from To In -Plant Quality Assurance with Cq- 1 mayrelaeto.sp- pmjeeWanapuoa continuously braced unless noted otherwise. BC 48.0" 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, perresymvbhgorecwammntmluithrep,duo Wric.r,.y h.ndl..& sbrprnm artd installation of truss- V- 125mhWndyodperASCE7-02, CiC, p, Webs BPt Jii es raceJointtoJointsec. 3.2.4 of TPI-1-02, for j Oin t (a ) Tbu trusts has been Aedptd as - id-doal building H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 1/2 2- 8,4- 8 3 ampumInrmwnawith ANSIJPll- 1993ant! 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 beircorpanrdapan dtbebuilding desip in INT zone, TCDL- 4.2 pef, BCDL- 6.0 pef Continous lateral bracing attached to X-Loc BSet Vert Boris Uplift Y Type by aBaaldirSDmpm. Whmmicwudfor app-IbyImpactResistantCoveringand/or Glazing Req either edge of web(s) shown OR a T-brace, 0- 4- 0 1 1761 0 -819 B Pin the Goldin{ drspc, the dmp loadingsLb-n mud be 6vk dtobesurethatthedatastatismareInape®ent FORCES (lb) - Max Compreasion/Max Tension nailed flat to edge of web with 3"x 0.120" 39- 8- 0 1 1761 0 -819 B H Roll uithnnmlanldio+mdawta!climatic remm(in TOP CHORD 1-2--5232/2045,2-3--3714/1493, nails spaced 8" o.c. T-brace must extend PROVIDE UPLIFT CONNECTION PER SCHEDULE don wtads.prcjisasperaaataowor pecial 3-4=- 3714/1493,4-5=-5231/2045, at least 90% of web length and be same TC. ..FiORCE..CSI. Cr ..BC. ..FORCE..CSI. ppiodloads. unlmsho n.misshasmbmtdmpted HOT CHORD 10-9=-1723/4756,9-8=-17ll/4150, size, species, and grade as web. 1- 2 -5232 0.52 A 10- 9 4756 0.78 f0rO0faje0fhoOpm ed'tp moa{fraaim Chords (tapabonam) are continuously 8-7--1711/4748,7-6--1723/4755, on an 2x6 T-Brace required web over 14'-0". Y 2- 3 -3114 0.51 A9- 8 4750 0.89 brandbyshulhin{ml-alen.isesponfiea When Webs 9- 2=0/334,2-8--1325/702, WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 3- 4 -3114 0.51 A 8- 7 4748 0.86 bcom Chords In tension aeemwrybraidbmd latealy by. 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 prapvty'ppl' rigid c°Im{,they`hwldbebraced a' GLOBAL MAX DEFLECTIONS--------- 2- 8 -1325 0.85 C 4- 7 335 0.11 C m ,dmua apsring of 10'-0' o eCanncaorplateshallbeLLTL8- 3 2801 0.90 C mam,aeuued from 20 pop bat dipped phwurrdsaidmeein{ ASTM A 633. Gradc 40. unless als- straw. in. /Ratio in. /Ratio Jnt (s) . I.Span-0.53/816-1.04/444 7-8 FABRICATION NOTES Boris. 0.34 0.66 NA Prior to fibrtswrt the fnbriaior shall rnt this Max DL Deflection L/901 = -0.51 s d,wot{to.-Wthat this dnw;njisinmdarmaoawith Longterm deflection factor 1.50 On 4bnrar. pnt aand tomalim a continuing alty 20-0-020-0-0 respamGfa inch.enfration. Any drs arepanie am to bePminventingblowscaningafnbriartonn. Main shll not be a be inmallm my kes. knots dnwrted 2 3 4 5pain. Membus shall be ci r for light siting wood to wood bang. Connmor plats still be loatod on bah nrm of 6.00 6.00 it. troy witb rats wh. tmbeddod.M awl be yan. abm the joint unita otherwise shown A 3d pI= a 3' wide < 6x8 4' la^L A 6d p.e is 6' widex {' long. Slots (holes) won paralld to the plate length spocinedi Doubt. au m won membms doll tee a the rzntmid of the min miles otherwise stews. Connector Plate aim are minimum aim based on the farce shone and may rcd to be irassed for Grain handling anNa anion aresss. This ants ism to be (WGialm ualh fine rcLLrdm acted huobiaunless otherwise shown Fa addntiotol infamaioomQualiycontrolmlisio ANSV3PI BRIO 8XIO 1- 1993 PRECAUTIONARY NOTES 10- 7-12 10-6-6 NI bracing and cisulan rcmurvdarian are in be followed in accordance uiW aasyted ,r hm y 10X 10 Publications. Transits are to be handled uilh pancdar rare daring bondi- and bundlicg, delnrry and inaallatioo w ndd damage Ter nporny od pcmrvcu 4-1 O- O bracing fa tnldmg hmu w . might .nd phrmb 0-6-6 5 X8 X 10 8 x 10 5 0-6-6 position and for missing lateral Instant, doll be dmtncd X8 and inaalled by sewn Cardin handling is -in l and emakoa beaein{ is always mqubed Norval l roamiaary action W busts requires inch tmitpaary Gong during installation bmwimi tames in n.d tapping and 3.00 3. 00 danninoing. The sups isioo deriuion oftntists; shall be Face = 0- 2- 8 Face = 0- 2- 8 under the control of prxsom ecpunrad In the kmalGuoo dtnmea Prdnesdooal asters Wll be.aght d neeaol Corte>9tr. tioo of mnari,am loads perm than O_ 8 n- i, 0-8-0 the desip loam dull not be applied to uric n at any lime 14- 2- 6 No toads other than ft w ighi of the emons shall be 1761 17619 8.00 r r aw! w uusse until after all fiaerung and bung is 1, 20-0-0 11 20-0-0 COSMETIC PLATESI'j7)3X61 (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: Marond a Systems Bmcing shown on this denting ism mown bracing. wind bracing. Postal bracing a similar bracing uhich is a Pan of the building dmp and mach ram be coo"^_-•, by the building dmpc Bracing Mown is for lateral support of truss saw members ady to rn I buckling kotpla hotisions must be ran& to anchor Urinal bracing at ends and specified lL or loalions Mertniad by the Golding designs. Additional bracing of tie o vall sermons may be maluired. (Sot HIB-91 4005 MARONDA WAY n'l oom nka n waa n533719 ngaaPerfrnmwulmmme TPI a wawa aa3{3 Sanford, FL. 32771 Comporcm Enpeevang q- Trim Enginceriag Co. P.A. { I{ So rdside Bd. Fdenton. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE wt0050060 3E7 Med2Mon PL Chutuo4s, FL 32769 Scale = 0.1532 Eng Job: 1:1: COVK4 Dwg: S1 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 TOTAL 43.0 Dsf v4.7.32-60764 Desian: Matrix Analvais Profile Path: C:\TEE-LOX\Work\Jobe\COVK4\ COVTNGTON K 4\S1_nrx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:S1A Qty:2 ' DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADCASES -- This design is the oint Locations This design is far no hndiniduad building aamponent and BC: 2x 6 SP #1 D composite result of multiple loadcases. 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 mbeen bound oni.rortionainpmiembythe dtnuThe 2x 6 SP #2 8- 9,7- 8,6- 7 Deer defined loadcaeee have been considered 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 designer dixWmsanyrnspormtruryfardainap, e. WB: 2x 4 SP #3 in this desi rawarAt dLadryantconrslnetrustdesignn. er andhr designshtntultedtothegramdapsbythe draw" 2x 4 SP #2 2- 8,4- 8,0- 0 Bracin Schedule: 4 4) 29- 5- 2 8) 20- 0- 0 and de'% neon or K..Xy of thuunformston as t All COMPRESSION Chords are assumed to be Chords Max O.C. From To In -Plant Quality Assurance with Cq 1 nry'daeoasp-rep'janatm sro continuously braced unless noted otherwise. BC 48.0" 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per resporodnbry a-ines no awml unh regard"' hbriaion. handling. shipmau and installation of truces WndLod per ASCE 7-02, CiC, Vet125mph, Webs Brace Pt Joint to Joint sec. 3.2.4 of TPI-1-02, for joint (e) : Tbutrust has benodesigned asanndrvd"ulwddmg B= 15.0 ft, I= 1.00, Exp.Cat. B, Rst- 1.0 1/2 2- 8,4- 8 3 mapmminnmsd-inuhANSVrPi1.1993and Bld Type= encl L= 58.0 ft W= 40.0 ft Truss Bracing shown is for visual purposes only. MAR. REACTIONS PER BEARING LOCATION ----- NDS-97tobeinw,ansd a pan ofaebuilding design in INT cone, TCDL= 4.2 pef, BCDL= 6.0 paf Continous lateral bracing attached to X-Loc BSet Vert Boric Uplift Y Type by a Building Designer. Wbaurmsenrdfaappmnslbythebuildingtoemyththeagamdnnpsnawomupho Impact Resistant Covering and/or Glazing Roq either adge of web(a) shown OR a T-brace, 0- 4- 0 1 1761 0 -819 B Pin the tlestd ld tr pus that thedatadossare1nagtmrcnnFORCES (lb) - Max Co ression/Max Tension Compression/Max liQ nailed flat toaof webwith3"x 0.120" 39- 8- 0 1 1761 0 -819 B B Roll mtbthe load building aides. &oWditmierecords for TOP CHORD 1-2--5232/2045,2-3--3714/1493, nails spaced 8" o.c. T-brace must extend PROVIDE UPLIFT CONNECTION PER SCKZDIILL indvsear, bands. pryasspecifl=tl-,orwedal 3-4--3714/ 1493,4-5=-5231/2045, at least 901 of web length and be same TC. ..FORCE..CSI. Cr applied ladsUnless sho.nurmhas not been designed 4r songeurotnup.oq loads. Thedesign assuae HOT CHORD 10-9=-1723/ 4756,9-8=-1711/4750, size, species, and grade as web. BC. ..FORCE..CSI. 1- 2 -5232 0.52 A 10- 9 4756 0.78 comp%®'' dords (lap a baton) ate auuiaoudy 8-7=-1711/4748,7- 6=-1723/4755, equ y 2x6 T-Bracer required on an web over 14'-0". 2- 3 -3714 0.51 A 9- 8 4750 0.89 br txdbys6rim;ngunbmabennsespsdted. Wrtae 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 bosom toads Intatsho' are not lWly brrsd Laterally by a 8-3=- 880/2801,8-4=-1324/702,4-7=0/335, 9- 2 334 0.11 C 8- 4 -1324 0.85 C 4- 5 -5231 0.52 A 7- 6 4755 1.00 pea , applied ripdailin&they should bebr.adua GLOBAL MAX DEFLECTIONS--------- 2- 8 - 1325 0.85 C 4- 7 335 0.11 C roar o spring of IQ-0' o e Courne a pales stallbeLLTL8- 3 2801 0.90 C nnnuhaurtl from 20 pap: ha dippedphani>od nnel mating ASrM A 633. Grade 40. unlit ahwwise shown. in./Ratio in./Ratio Jnt(s). I.Span-0.53/876-1.04/444 7-8 FABRICATION NOTES Boric. 0.34 0.66 NA Pro%to blro"ion, the blrtoar shall review dus Max DL Deflection L/ 901 - -0.51 arming to%wi& that tbu among is in morormanoe unit Long term deflection factor - 1.50 The fabnatces plans and to maltre a cadintnng 20-0-0 20-0- 0 respormtrliry for such vwd{utioo. Any duscrepanoes are to be pa 1n weidrigbeforetattingorfabriaumPlanesshallnotbe inpadled o%c hmltoles knots or distorted 1 2 3 4 5 grain. Member shW be a t fa tight fining wood to wood bearing. Con®a plate slwl be looted on bah fare or 6.00 6.00 the lam with antis"imbedded and shall be qm, about the joint unlm ahenise ;bourn. A SO plate is V wide a 6x8 4' long. A 6.d plate in 6' wide x 1' Img. Slcu (bole) no parallelto theplme Irnph sponf cad Dwble was on web ntwohoa s1W I % nee u "ho ocmraid'f de ..end unlm air a shwa. Cmastor plate um are mbtnuon um based an the fats shown and nay need to be lnweafad for amain handling ands eredian aresv This utm is net to be 6briaium with fire raudaa treated lumber unless aMrwisc shown For additional infamuim on Quality Control raw to ANSVfPI Sx 10 8x 10 1-1991 PRECAUTIONARY NOTES 10- 7-12 10-6-6 All l nang and ermiounsnmmedutonsare to be folhwad n.®rdaoca w1b Keepted industry 1 Ox I0 publications Tome art to be hndld with p'rmailas cans during banding and Tem imaunm to asordd es ghta d p arm 4-10- 0 bndng fa holding "mussinastraightand plumb d ph..b 0-6-6 5x8 8x 10 8x 10 0-6-6 popaonandrareaping Lateral floras; shall be deigned SXS and installed by others. CarefW handling is enentW and t rs um bracing is always required Narml praea nartary i m wusuponary d bwu> tnto awsa iopinnu 3.00 damoniny 7be snTention ofemdiw '"framer shell ho Face = 0- 2- 8 Face = 0- 2- 8 udw the amud of person epweoned in the installation of trans Paf®o al ad"iee shallbesea& if nadea Cooconualm of constrttam men greater than 0- 8- 0 L L 0-8-0 the efmga Ores shml no be apples to trtmes at any tine. 14- 2- 6 No labv loads otthan the weight of the tots% ' shall be 1761 1761 #8.00 t applied to truss untilNeeall hprniog and tracing is 20- 0- 0 t, 20- 0- 0 , COSMETIC PLATEAq) 4)L6) (16)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 OF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CANTR 11. BRACING WARNING: Ma ro n d a Systems Stamens showwbra n an this drawing is not e sion ang, wind braa ng, portal brKing similar luring utich is a pan ofthebuildingdesignandufiebmustbeconsidered by the building designerBracingsheenin fa Lateral prppon ortruss members only to reduce budding length. Ptmiuons trot be nude to archer Intend traang at ads and WWwd locations dnwaiad by the building designer. Additional bnang of the tnerN anudme may be mpdrd. (Sit H®-91 4005 MARONDA WAY 1P1). Fa spcife um brang repuircoasoi amad balding efmpter.((ruts PLaLa Institute, T I is bond at M3 DVWm Dr _ Madison. Wttmmn 53719) Sanford, FL. 32771 Component Enemering by. Trust Engineering Ca. P.A. ant Soundside Rd. Fdcotoq NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE w0050068 367 Medamon FL Chutuota, FL 32796 Eng Job: Dwg: Degnr:TLY Chk: TC Live 16.0 paf TC Dead 7.0 pef BC Live 10.0 pef BC Dead 10. 0 pef Scale = 0. 1532 WO: COVK4 TI: S1A 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: COVINGTON K 4\nla_nrst I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WC:COVK4 TI:S1B Qty:2 - DESIGN INFORMATION This design is fur an radfvvhed building compomu and W been bed a infomrtion provided by it. client The designer any m ponarbilry for damages as a resod of aWty a in once udiarmak q tyecifiotiw ardlor dmgns rumished to the thus ilmgner by the client and the cartes® or amnrscy of this information as it my retire in a span project and uapts m responubslity a steam no comial pith regard to btaxi ion, hadlrns thil and a9alhdion of tnr>st This sous has been designed u an to dnsdtul building compmm in accordance with ANSUrPI 1.1993 and NDS-97 to be incorporated a pan of the holding design by a Building Designer. When micud fa appmal by the holding designer. the dmp loodmp ahowo rmm be Awl, i to be sore that the dau shown are in agreement math the local Wilding codes, tool climatic records ra nird or sonw lads, project spectfrmuons or special applid loads. Unless shoast. tom has out been designed for conga a ocapancy, Inds The design nsrtrtes mauipmcdon chords (sop a tics, )am onwmomty brad by sheathing unless atttenvia spedWhere bonont entails in eensiorr am not fully tread latently. by paprsly applied rigid soling, they should be braced in a mtdmnt spodng of lea' o c. Connector places shall be mnnLctmd rrom 20 pup hot dipped galvamad cal merlin, ASTM A 633. Grade 40. unla mherwve sban FABRICATION NOTES Prear r toabrhcaltom the rabrimor stall review this drawing to verity that this drawing is to conformance tsrh the ahrtcaols plain and to soli¢ a amuming msiamobtl y for Rich vmf{cation Any duoepantirs are o be putt in vming before Cutting w lialaricaden. Rates shall not be Innalld vier knrothok& know or distorted psui Members shall be cut for ugll living -d o nod bcutnF Connector places shall be loured a both for of the um with arts fully inEddod and shall be symabet the Out unless dhemise shown. A 3v4 pane is 3' wide x J' long. A 6v3 place u 6' wide x Se long Slots (holes) nor ppnlld to the plate length specified Double cuts; on web members tall arm at the acurad of the webs unless athcwve shoran Cos..= pWe Reaart minimum isle bawl a the face Lb- and may nod o be incased for anon hadliag ardor erection stresses. This tmo is act to be fabricated mth fire retardant word lumber unless ctherwsx dawn. For addmomil mfcrrnsuctn can Quality Covered refer to ANSUIPI 1.1993 PRECAUTIONARY NOTES All bracing and cation moommedatrons are to be Wlmd in accordance with accepted industryp lubatiooz Tnisss acttobehandledmthpnicvluaredosingboding sad handling. delivery and emm... o odd damage Temporaryud permnm bracing fa holding trusses to a straight W phemb pouton and fa resisting hteN face Nall be designed and installed by ahera. Cuehl hurdling is annul and emmano bracing is always mquited. Normal (rmouuon+7 action for tomes regnGes such tempor y bracing during ureteralk- bewoca utetm to nod toppling sad domiaing. The crpmiva of erection of tnrues shut be under the mouol of persona /:vperirnmd in the L•i=_ of uuaes Pmfmtoal advice dW I be mughu U traded Carremssuim of cosicuuctton loads gresrc than the design lads tall oa be applied to trrsms of any acme No tads other than the .tight of the emaora shall be apphed to tresses unlit alter all boamng and bracing is TC: 2x 6 SP 82 BC: 2x 6 SP N1 D 2x 6 SP 82 8- 9,7- 8 WB: 2x 4 SP N3 2x 4 SP N2 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, Ver 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 pet Impact Resistant Covering and/ or Glazing Req FORCES (lb) - Max Compression/ Etas 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--1325/702,4-7a0/334, MULTIPLE LOADCASES -- This design is the oint Locations composite result of multiple loadcases. 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 User defined loadcases have been considered 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 in this design. 3) 20- 0- 0 7) 29- 5- 2 Bracing Schedule: 4) 29- 5- 2 8) 20- 0- 0 Chords Max O.C. From To In -Plant Quality Assurance with Cq= 1 BC 48.01t 0- 8- 0 14- 2- 6 In -Plant Quality Assurance, per BC 48.0" 29- 11- 0 39- 4- 0 sec. 3.2.4 of TPI-1-02, for joint(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 -819 B Pin either edge of web( s) shown OR a T-brace, 39- 8- 0 1 1761 0 -819 B H Roll nailed flat to edge of web with 3"x 0.120" 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 141-0". 3- 4 -3714 0.51 A 8- 7 4750 0.86 WEB. ..PORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 4- 5 -5232 0.52 A 7- 6 4756 0.78 9- 2 334 0. 11 C 8- 4 -1325 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 Horiz. 0.33 0. 65 NA Max DL Deflection L/ 912 = -0.51 Long term deflection factor = 1.50 20-0-0 20- 0-0 1 2 3 4 5 6.00 6x8 10- 7-12 0- 6-6 Face = 0- 2- 8 3.00 0-8- 0 1761, 1 14- 2 6.. 14- 2 6 COSMETICPLATES (M-")(24) 2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Ma eon der Systems ERECTING CONTRACTOR. BRACING WARNING: Boring ahowm on this drawing is not enaion bracing. wiad braeng, portal bracing a similarbracing wfiiclr is pun of the holding design and usuch most be considered by the building designer. Bracing sham is fm Wool suppon or tom members only to reduce buckling length Pr avuuon arc be made to anchor lateral bracing an ends and gealkd locations determined by the building designer Additional bracing of the merall structure very be required. (Sec HB -91 4005 MARONDA WAY D' Onafno Driific triess bracutit Drive. MMxksm Wisconsin 333719 contactbuildingdesg ter.lf tss Rate Incur fie TPI a loons at Sa) Sanford, FL. 32771 Component Engineering by Truss Engiremng Co. P A. kit StuMside Rd. Edc toc NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE WOOSOD60 367 MedaMon FL Chuluota, FL 32766 6.00 3.00 10- 1-0 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 10-6-6 0-6- 6 Face = 0- 2- 8 0- 8-0 Scale = 0. 1509 WO: COVK4 TI: S1B 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- 60766 Job: COVINGTON K 4 Customer:100 UPLIFT D.L. WO:COVK4 TI:S2 Qty:2 DESIGN INFORMATION This dap is fa an padiridual building component sad h. been based ne information prmade i by the chem. The dessgner dtsebuma any responsibility for damage as a result or Nulty or tmcorrem information. spouDatiom aadMr designs fLmished in the trussdeiper by the diem and the correctness a accmacy of this infomution as it may robot, in a specific Projm ud accepts no responsibility a es.cise no amrd ailh regard to Mrsatic4 hsc llin< shipment sad installation of trmssn This now has been deigned. an idisithal building ootspomem In accoA+.M with ANSIRPI 1.1995 and NDS-97 to be incorporated as pan of the building detgo by a Bonding Designs. When mvk vd for approral by the balding designer, the design loodinp tbma must be ehoAm to be sum that the data shoua are in agreement mlh the local building codes, local dimatic records for clad or seem loods. project specifications or special applied Iuads Unless sMrr. trsm has m been deigned for range or occupancy loads. The design assumes mmpr®m chords (cop or bosom) am mminmrmly beadby-t"tdng,,-t.oths mspmfied. Wbne boom duds to tensim are not fully braced Werally by a pins —my applied rigid aalisy, they should be brand in mavtnom spacing of Id-0• o e Connector plates shall be marn6awed from 20 gaup taco dipped pi—ind awl mxung ASTM A 653, Grade s0, unless ahcrwim shun. FABRICATION NOTES Prior to fibricau, the Nbriator shall n:view Nis dining m saify that this drawing is in anformarce with she Wri antra plans and m r.lia c ntimring re ona'tilin ra tneh .af/fcatim. Any dtsQepanda are to be pa in w,iticg bdom arcing or fabriatiam. Plat. shall not be installed ma kttah, k knots or dwoned grain. Members doll beam for tight fating wood to wood baring. Connector plates shall be loafed on bob Nora of the truss wish muh fully imbedded and shall be sym. abm thepim unless othertse shorn. A 5c4 plate is 5' wide c a' Ion& A 6%2 pale is 60 hide a Be long Slots (holes) rm parallel to the plate length specified. Double taw m web numbers shall min at the ecnlrod of the webs unless atsc- s shwa Cormctor plate stag arc mimmmm sine bald on the ram dmwrs and may rad to be increased fa certain initialling and/orcrmioo YRSCa. This units; is not to be atbruated MIN am resardaa treated lumber unit. aherrtse shwas For additional information On Quality Control rdn to ANSVIPI 1- 1995 PRECAUTIONARY NOTES Au bracing and eredim tommmodatiacs an to be followed m accordance, with aaayted industry plbialines. Trusses are to be handled with particular are durng banding and bu dheg, deli w) and all.,.., to paid damage Tcriponryandpwunm bracing for holding truss in a stnighl and plumb potion zed fa resisting lateral form shall be designed and insWkd by others. Careful handling is esacoial and orection braciS is always tainted Nmwl pre.utionary scum for trusses ns uira tart tempnnry, bracing during installation beiweco m6f0 to mad toppling and dmtiooing. Thesuperisim of ermined truss. shall be under the antroi of perms experienced in the installation dtross Professional ad%= shall be sought if --%M Con=nuu m of awn =m Inds vma dui the dap lads shall out be applied to ttasse at any ume. No Inds other than she =& of the crmas shall be epli ied to trusses anal alter all fastening and bracing is TC: 2x 6 SP Y2 BC: 2x 4 SP N2 WB: 2x 4 SP Y3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASC= 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= 14.7 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( e). 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 Face =0- 2-8 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-Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 671 0 -631 B Pin 14- 4- 0 1 671 0 -631 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. .. FORCE..CSI. Cr 5- 2 803 0.26 C 6.00 2 518 7- 4-0 6. 00 3.00 J LiiL 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 Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1301/ 983,2-3--1301/983, HOT CHORD 6-5--733/ 1160,5-4--732/1160, Webs 5-2=-338/803, TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -1301 0.32 A 6- 5 1160 0.49 2- 3 -1301 0.32 A 5- 4 1160 0.49 3 4-2-6 0- 6- 6 t ir Face = 0- 2- 8 0 8 0-8-0 671 N 8.00" 671 H 8.00" T 1. 7-4-0 t, 7- 4-0 1. T—s1 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 11,1111. BRACING WARNING: Ma ro n d a Systems Bracing sham onihti drawing is notesmson bracing, wind baring, pawl bnsnng or ucubr bracing a hich as pan of wasit. balding design sad Mlsch mum ed be o..sidnby the building designer. anteingshootisfor Nunl support of ine s merttbers only to inch b cluing length. Prenisiom must be made to anchor lateral bracing at ads W specified locations determined by the building designer. Additional bracing of the mall stmaum may be required (Sec HIB-91 of TPI) Fa spai& tram bracing reguinermt4 mass building dmgnn,(Trle s Plae Intrinsic, TPI ts lusted at 513 4005 MARONDA WAY D'Onofrio Dri.t. Madison. Wismn n 53719) Sanford, FL. 32771 Component Enpuming by, Truss Enpnming Co.. PA. gig Saundra de Rd Edamon NC 27932 407) 321-OD64Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSM66 317 Modammt FL Ehuluotar FL 32764 Scale = 0. 3891 Eng Job: WO: COVK4 Dwg: TI: S2 Dsgnr: TLY Chk: 7/22/ 2006 TC Live 16.0 pef Lbr DF: 1. 25 TC Dead 7.0 pef Plt DF: 1. 25 BC Live 10.0 pef O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 10.0 paf Code: FLA TOTAL 43.0 psf v4.7.32-62186 Design: Matrix Analysis Profile Path: C:\TEE-LOK\ Work\Jobe\COVK4\COVINGTON K 4\S2.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:S2S Qty:5 DESIGN INFORMATION This dip Is for an IMnidual building component and has been based on infonaatm prewided by she Gina. The designer ds,1,im any responsibility for damages as a Alt of faulty in nntcortm infetmuatm spstlfvliom a dfor designs furnished to the truss designer M the clmt and the wrreantm or smutty of this information a it 7 relate to W=le prvjm ad somptd m respomiGury or etaa>a ran Control with regard to hbriotm hadling, shipment and installation of Mess"" This cats has bem designed as m individual Wilding Component an smordma with ANSVT?l 1.1995 and NDSA7 to be iomrponled as pan of de building design by a &lildin Desip er. When rniewed for apprm'd by tM bm" designer, the deep loading; shown once be cbeded to be sore that the data shown in in apmmmem with the Intl GuWiog men locW dinmaak rceods for wind a sinew loads, psopo spmfk, ro or special applied loads. Unless shows tent has not been designed for twinge, or comp-7 lolls. The design aroma compression chords (top or bnto n) am conunmesaty braced by slim j antes otherwese spmfiei Wbm b.bchords in tendon an net braead brsd laterallyby pnpedy applied rigid Baling, they &boom be brxed at a aaad— spsesng of 10'4Y me Canna plates dull be facr lad form 20 pep boa dipped pinaoiad wid ataBna ASTM A 652. Grade 40. unlm otherwise shonm. FABRICATION NOTES Prior lo 66riation, the tkbriator shall review this denting to %=* thin this dining u in confamam with the 6briotols plain ad to redna moumung mponsnitiltty for such vimfkaaen. Any dw epaocia sire in be pis in writing be caning a hbrolim Plies shill net be installed my kmhok& luau a distoned grain. Melbas stall be an for tight Hung wood to wood beans{. Connector plea still he loosd on bah eco of the trim with nails Odly Imbddd and dull be qm. about the pint unless otherwise shown. A 5c4 plate is 5' wide t V long. A 64 pole is 6' wide t a' km& Slots (Mho) run parallel m the plate k g[h spmfied Double cuts on won members shall miss at the mntrord of the wells unless cid—in she— Connor plate sim — minimum size based m the form shown lad may nod to be increased for artssn handling and/Cr erection sin — This tram is net m be fabriold with One raWanl Iteatd lumbv unless otherwise: shown For oftualcd ioformaut o on Qtuhly Comm! refer to ANS VM 1.1995 PRECAUTIONARY NOTES All brmag and ermine rtsammendattw an: to be followed in amurdana with amind industry publtottmv Teases = to be hadld with ponacolar ore during banding and brmefuti. delhuy most installation to nvd damage Temporary and petnaramt bracing for holding trusau in a sinighl and plumb P®uon till for resisting harsh forms dust be designed and installed by aahem Candul handling is essential and asmim bracing is always nquirea Normal preauuaoary pion for tnnm loquue inch temporary bating during iosallaum betwao trtara to aemid toppling and el —wing. The spavBdm of c xlim of tmsses dW ] be under the control of perms etperienmd in the installation of trusses. Professional admix dull be sought tf oordm Caemantim of concemas— Wads greater than the design loads; shall m Applied to Applied Itusa<s at any time No Inds other than the weight or the encctms that be Applied m tntsset until After W hstadng and Isacng is TC: 2x 6 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP 83 WDG: 2x 4 SP Y2 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 6-50-472/1075,5-4=-468/1072, Webs 5- 2a-210/743, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span- 0.09/999-0.17/914 5-6 Horiz. 0. 04 0.09 NA Max DL Deflection L/999 - -0.08 Long term deflection factor a 1.50 4-3- 12 0-6- 6 4 t 11 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, Kzt= 1.0 Bld Type= encl L= 66.0 ft Ft 14.3 ft Truss in INT zone, TCDL= 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 1210 0.26 A 6- 5 1075 0.48 2- 3 - 1197 0.25 A 5- 4 1072 0.36 7-4- 0 c, 7- oint Locations 1) 0- 0- 0 3) 14- 4- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 4- 0 6) 0- 0- 0 User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PRR BEARING LOCATION----- E-Loc BSet Vert Horix Uplift Y Type 0- 4- 0 1 652 -7 -435 B Pin 14- 0- 0 1 621 0 -380 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 5- 2 743 0.24 C 6.00 - 6.00 5x8 Face = 0- 2- 8 3.00 1 LL00 0- 8- 0 652# 8. 00" 621# 8.008.0j0" 7-4-0 7-0-0 6 5 4 I — le 14- 4-0 0-3- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO Maronda SysteMS ERECTING CONTRACTOR. BRACING WARNING: Bracing thorns on this dinning u m errnnn baring, rid bradry, portal baring a similar bracing u etch is, pan of Ae building dip and which tmm be amadered by de building dmgoer. Bracing shown u for larval support or truss emod m only m redras bucking length. Provisions into be nude to aneha lateral baring a1 ends mad specified lootiau daermimd by the building despots. Additional bracing of the onvall structure nary be required (See HIB-91 of TPi) Fa spmfk tron brndng reepdrernerns, mntx4 buckling designer rrnas Plate Insitutc TPI is located at 593 4005 MARONDA WAYD'Oodno D.,_ Madison. Wamrtcn 53719) Sanford, FL. 32771 Comporcm Engimernng by. Tram E.nginming Co. P.A., 919 Sounds, RA Edenton NC 27933 407) 321-0064 Fax (407) 321-3913 TOMS PONCE P. E. LICENSE 0000SM60 367 Medamon FL Chutuot s, FL 32766 4-2-6 0-8-6 A- Scale = 0. 4060 Eng Job: WO: COVK4 Dwg: TI: S2S Dsgnr:TLY Chk: 7/22/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 nsf v4.7.32-62191 Design: Matrix Analysis Profile Path: C:\TCE-LOK\Work\Jobe\COVK4\COVINGTON K 4\S2S.prx I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:T3 Qty:5 DESIGN INFORMATION This deign a for an individual Wilding mnp-,as and has ban bind on idor®tim p-ided b) the diem. The dmpv dimbuti s any responsibility fa dantagn n a result of finally m interim inforwtm sp=flatnm ard/m designs htnlifhed to the ntta aesigrw4 by the client and the-actamus a acavac) of this infotapatbn n It may relate to a specific proym and accepts no responsibility m wads no mural with reprd to Obticaum handlnn& Wdpo m and iMallotwo of Irnm. This prom has been designed as an individual bmldrnj mrpercnt in second, nce mth ANSVTPI 1-1995 and NDS-97 to be tnoorponted as pan of the building dmgn by a Building Desigrcr Whca mxwm row approval by the Wilding deign=. the design Wadnp shmrn rotes be checked to be sue thal the data shorn = in agreement with the local building codes. load ddnutc rends for wind err mow loads. project spectfimbm a special applied loads. Un m shown tram has net been d=V d for storage or omnpancy Inds. The amp ammo mmpttmm duds (top m btatam) are aonli®otaly braced by a%mhi.S mlm ryatli= mfiad. Whcn bottom chords in tmabo art m fWly broad laterally by a properly applied ripd ¢ding, they should be brooed W ms.vin spodng of 10'-0' o c. Conadm plates dW I be mamdactfired frvn 20 pop hot dipped phamrod peel coming ASTM A 6". Grade 40. unless aLbw i. shin.. FABRICATION NOTES Prom to fibrnttoq the fabnumr shall reaiar this tinning to verify that this droning is in ootdomance with the hMionoes plan and to rcafia a maiming r symmLhry fa such vaifsation. Any dn»7eprcici use m be pm is venting before ranting es hbrica- Plan Wall not be installed ma Iaothola knots a dnstoned grue Mernbets slWl be can fa tight fining wind to wood bearing. Connectos plates shall be looted on both font of the wss with mils IWIy imbedded and WHI be y.. abed thepint unless othernsse shown. A 5r4 plate is 5' wide x 4' long. A 6-4 pale is 6' •ide v I' big. Slag (hoks) cos ponlld in the pale length spaifkd Doub cuts at aeD memhcts shall ruse w the cw,.id of the •tta unlm atha.is shwa Connmor plan sea an minimum sizes based m the forms shoua and wiry cud to be Inar4®d fa 2nann handl-uy and/or =mioo sissies This tie® ism to be fabriatod with fin mardaat tinted bmbee unless otberove shown. For odditiodal iaformuion oo Quality Coned rd. to ANSVf71 I.1995 PRECAUTIONARY NOTES All broong and Cream remmoGdatlmf = to be folb•m n aaardana with ame{1ed lamnlry publiatbns. Tnnf: d are to be handled nith paniodu tare dining banding W bundling. delnvy and nnsallatsm m avoid damage Temptuory ad pewrmieru 6raong ra holding unm in a stmglu W plwnb position W for resisting Weil futon shall be desigsed W ins ilkd by others CanedW handling is ®u W W ercrnao bring to Wwap required. Nornal preauiionmy ara)oo fin tomes requins such temporary bracing dung i^ssmll,' W : bcm= tnasa to ovoid toppling W dornioaiag. The mpavitim of etatioo of tram tNll be under the cooed of pvaom avaunad to the ne•tl- tiww of tns PnfeaiaW advice Wall be acugN d awded. Corceotntmo of anaracuoo Inds pntei than the dcup loods shall om be applied to tram at wiry ume No Inds esbv than the •esghl of the scan Wall be applied to trtesse, moil after W fainting W bracing is TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP N3 WDG: 2x10 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise WndLod per ASCE 7-02, CiC, V= 125mph H= 15. 0 ft, I= 1.00, Exp.Cat. B, K:t= 1.0 Bld Type= part L= 66.0 ft W= 7.9 ft Truss in END atone, TCDL= 4.2 paf, BCDL= 6.0 paf GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/xxx 0.02/xxx 4 Boric. 0. 01 0.03 NA Max DL Deflection L/xxx = 0.00 Long term deflection factor = 1.50 Unbalanced load case(a) 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, HOT 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 To int 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 Ccn 1 MAX . REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Boris Uplift 2 Type 1- 2- 12 1 420 0 -638 B Pin 7- 3- 8 1 363 0 -542 B B'Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr WEB. ..FORCE..CSI. 5- 2 90 0.03 C 3-I1- 8 3-11-8 1 2 3 6.00 420a 1. 50" 4x6 6. 00 N 363 I 1.50" I. 7- 117-11- 0065 4 0-10- 8 8-0-0 CANT: 1- 2- 0 (110-114 ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: DWg: M a ro n der Systems Bracing Wo vo on this dnwing ism enmion bracing. wind bracing, portal bracing m sin lae tracing uhcb is a pan Of the building design W nhich must be considered by the Wilding designer. Brwng shpo vn a for lateral support of Iran Dsgnr : TLY Chk : menthero only to redax buhlij length Pmu tees Crumbe node to annchor lateral bracing at ends W sy=fied Imtiaa tk ennumd by the MdWnng dtsigm. Additional bracing of the ovtsWl snctum may be requiad (Ss. HB-91 TC Live 16.0 ps f of TPI). For sp=fc trust bracing tequiremenas mntw building despv.Rnm Ras Institute. 771 is looted at 545 TC Dead 7 . 0 s f 4005 MARONDAWAYD'Ooofro Drive. Matisse Wisconsin 5I719). P Sanford, FL. 32771 Componm Engnanag by: Tim Enpnanng Co. P A. 212 So udsde Rd Edecum NC 27932 BC Live 10.0 ps f 407)321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050068 BC Dead 10.0 psf 367 Medamoe FL Chu)uotar FL 32766 1 1TOTAL 43.0 psf 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 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\T3.prx Job: COVINGTON K 4 Customer:lON UPLIFT D.L. WO:COVK4 TI:V1 Qty:l DESIGN INFORMATION This dedp is fa an iednidual hind--- compoaem cued has beta based on hufawnren presided by the chat. The designer duGsims any respumbdtry foe damage in a result of Wry or incorrect Informattat speaBot"m and/or designs 16mished to the truss design by the Client and the eorrmnm in aocoray of this imforumion u it my name m a sp ci0c pram ad accepts nno reel mstally or eserdes oa eomml aarh regard to f briatiaq handling. shipment and installation oftrusrs This ten has been designed a an individual building rum I in accordance wish ANS VIPI 1.1995 and NDSA7 to be incorporated a pan of the building design by a Building Designer. Wheat mxved fa approt al by the building designer. the design loadinp slime mum be choked to be some that the data shown are m agrmrrnt unh the Intl Molding codes, local climate rcards for vied or moo loads. pmjeci pmlbtitins or special applied heads. Uoim shone• uuss has oa b= designed fa Uncaps a occupancy loads. The design assume compression chords (cop or bunco) are emuromsy paced by sheathing in otherwise specified. Where bottom chords in tension are ca"braced Wait y by a properly applied ngid miing, they should be braced as a oavmr® spacing of I7-0' o c Come am plan shall be f—,ed firm 20 gouge but dipped phvnind said moving ASTM A 6-53. Grade 40. unless nth...., shown. FABRICATION NOTES Prior in fabrication. the fabricator shall r— this drawing in serify that this driving is in cooformarta with the fibriomes Plan and to realist a continuing rcWonubiiuty fa such verification Any dtzccparcio am to be pm in wnung berm cutting or fabrics— Pales shall not M: rmtallyd esa kmthnln knots or dimoned grain. Members shall be cut for dgtu tutting wood to woad baring. Connor Plane stall be looted on bah faun of the bum with mils filly imbedded and shall be qm about the pint unlm otherwim shown A 5<4 Plate is 5' wide s 4' Mop A 64 Plate is 6' wide % to long. Slou (toles) run parallel to the Plate length specified Dade au at weh members shall neer at the ce etrend of the webs unlm a —isc shown. Gamma Pale de= are reeninmm coca based m the form shown and may need to be increased for attain hulling ad/or crai n sl O This tram is m m be labriored with fire rardam treated lumber elm otherwie shown Far admtimal in[aronaion on Quality control rder to ANSVRI 1.1995 PRECAUTIONARY NOTES AD bracing and crmom ceesmmendaunm are to be followed in accordance with accepted i dummy publ— Times are to be haidled with Particular art during banding and bundling, delnvy and i®alluion to avid damage Temporary sad pvtavncrd bracing for holding trucan to a straight aril Pleb Position and fa resming lateral gam shall be designed and i—lied by when Cardbi handling is esseruial and cream bracing is ah ap required Normal precawtomiy scrim for musts r WW— such tmpmary tracing mining installation berweri trusses to awel toppling and dom icing. The stepmm of cream of messes shall be under the control of pens caperiead in the of tnasa Proltamrul advice shall be smght if needed Concentration of contmaiom Inds greater than the design loads shall not be applied to tomes at any time No loads other than the weight of the canon shall be applied to trtme umil alter all famening and bracing is TC: 2as 4 SP #2 BC: lac 4 SP #2 WB: 2x 4 SP N3 rrrrr CUTTING ONLY rrrrr H or (): Plate(s) OFFSET from joint center The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. WndLod per ASCE 1-02, CiC, Ves 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Les 14.7 ft W- 2.0 ft Truss in END zone, TCDL= 4.2 pelf, BCDL= 1.2 psf Analysis based on Simplified analog Model. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind loads have been checked perpendicular to the face of the truss. MAK. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz 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 6.00 2 mint Locations 1) 0- 0- 0 3) 2- 0- 0 2) 2- 0- 0 4) 0- 0- 0 Right End vortical designed for wind. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cep 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD A( 2x,4 3x4 I I-0-0 1-0-0 FR 2x4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems I 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE er0050066 367 Msdamon FL Chtduo* FL 32766 I• I t c I I 1• 1 1 2-0-0 1 4 3 WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not amino bracing, wind bracing. peal bracing or similar bracing which is pan of the Molding design and utich noon be ramder ' by tha bdlmngdmp a. Bridngshown is for hlrnil -W of tram members only in remioe buckling length Pro iiams nnm be made to anchor Lateral bracing in ells and fpopfied locaticm determined by the building designer. Additional bracing of the atoll structure may be cogared. (Sat HIB-91 of TPI) Fa specific thus bracing ro#reman, eoruacr holding designer (Trues Rate Immune. TPI is located in 333 D'Onotm Dint. Madison, Wtacondw 33719). Cmpocern Eng rcring by. Tim Engiaaing Co. P.A., Ill Sour.r.:n. PA Edenton, NC 27932 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 osf Scale = 0. 7926 WO: COVK4 TI: V1 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA v4.7. 32-60684 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work COVK4\COVT'NGTON K 4\V1_nrx I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V10 Qty:l DESIGN INFORMATION Thm design is far an idnid al building component and has been based on, Information limided by the deco. The d-i disclaims soy resp=si llry for da®go no corectresultoffaultyorInrinformation, spetiRenne" andler drags 0trnisted to the truss it=Pv by the diw and it. mrsmtm or amtrocy of thistnfmwion in It ary relate to a speeillc protest and Keepon rapmsibihry or sasses no control wnh regard to biaieation, handling. shipment and it%W lation of tram. This now has been designed ss an tndtvEbpl building matpatcol m smardaore Kith ANSVIPI 1.1"S and NDS•97 in be incorporated ss pan of the building design by a Building Designer. who m•i-ed for appmsl by the building designer. the design loadings sbcan now be dented to be sum that the des% shun we in ap¢mrat sub the loot building codes, load climatic ends for wid or coon, Ineds. pojw spoofiotims or specal applied Inds. Unlessshun tram has not been deigned for storage or omtpaory loads. The design sssumca tmepr®oo chords (cop in baton) are contimmusly braced by sheathing tnlm abernue spmlkd Where boson doords la tome ate oa Iblly traced'a m ly by, properly applied rigid oeihnL they should be breed to in an rpacang of 10140* o e Connor plates than be o fixmrod from 20 pugs M dipped gahmnimd peel meeting ASTM A 6- 55. Grade 40. unless of er%ue span FABRICATION NOTES Prior to fabrication the fibrntator shall mien• this droning to verity that 0us dnwsug is in oonfomutct Kith the fabricator's plans and to rcabm a omunuing raponshbrluty for such wn0oeion. Arty dismep riew as in be put In visiting before tuning or fabrication Wes OW l m be installed my knotholes, kin% or distorted grain Members shot] be on for tight flung nod to wood bearing. Conreaor plain dell be lend on bah lion of the trusswith wla hilly E,Oedded and hall be sym. about the jointunless otherwise shun A ! v4 plate % 5' %side e 4' long. A 6d plam %6' hide x g' long. Slots(hales) ram parallel to the plate length spored. Double euts on wed members Nall moo at the mnuoid of the webs unlcas othwise Win. Connector plate sins am minimum sin bard on the forms shorn and may need to be berelsd for cenoin handling and/or ereahon sirta[S This truss ism to be OMmted with fire retardant tinted lumber unless otherwise span. For additional mfomatim on Quality Control refer in ANSVIPI 1.1993 PRECAUTIONARY NOTES All bndng and union rmormnendaiom tie to be followed in aaoedatet wish =*d Ilduary publicatima Trusses are to be handled with paniolar tare dung binding and bundling. ddnwy and installation to mud damage Temp ..y and pernunent bnclng for holding trusses in a straight and plumb position and for minting easel faces bull b: designed and instated by athcra Careful Initialling is enamel and emedon bracing u alsa)s required Normal prmutnor" calm for tram require such temporary broeing during unsullium her— triunes to void topphng and domiming. The stryenism of uraion of tmaes •lull he code the control of persona cgxrenmd in the InWa1Wm of tiisocs. Profmsooal advice shalt be sought d nee'ded Commtiianm of empntenhon loads Pester than the dmp loads shall m be applied totram at any tine. No Inds other than the %eight of the cmcu n awl be applied to truss mil alter all fastening and bracng is TC: 2x 4 SP 82 BC: 2x 4 SP N2 WB: 2x 4 SP N3 GBL: 2x 4 SP 83 rrrrr CUTTING ONLY rrrrr 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). Truss must be marked to prevent UPSIDE DOWN erection. 0# 1.501, 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 Cep 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 0 0 0 B Pin 10- 4- 8 1 0 0 0 B Pin 10- 7- 4 1 0 0 0 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 10- 8-0 Stud @ 2- 0- 0 joint Locations 1) 0- 0- 0 5) 8- 4- 8 9) 6- 4- 8 2) 2- 4- 8 6) 10- 4- 8 10) 4- 4- 8 3) 4- 4- 8 7) 10- 4- 8 11) 2- 4- 8 4) 6- 4- 8 8) 8- 4- 8 12) 0- 0- 0 WndLod per ASCE 7-02, CiC, V= 125mph, B= 15.0 ft, I= 1. 00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl L= 20.0 ft W 10.4 ft Truss in END zone, TCDL= 4.2 pat, BCDL= 1.2 psf FORCES (lb) - Max Compresaion/Max Tension TOP CHORD t _ 10-8-0 , 12 11 10 9 8 7 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Moro n des Systems anteing down on ft droning isnot rectg, eion brranlaid bracing, portal bracing or similar bracngwhichis a pan of the building design and uhich most be considered by the building draper. Bracing sh nsn is for lateral support of truss member onlyto redo¢ buckling engh. Prmuons must be made to arcltm lateral brxtng at ends and spenfed loeolions daernuord by the building designer Addntonal brrctng of doe oserall simnue may be required (See IBB-91 4005 MA RON DA WAY D•Onefm Drim Madison. Wtng txonin 51719%, wmae building designer (Truss lam Inpime TPI awind of 537 Sanford, FL. 32771 Component Enporrrtng by: Tn%s Engineering Co. P A . Oil Smndisidc Rd. Edemon. NC 27972 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. k3CENSE iWO050069 1i7 Madamon PL Ehuhia* FL 32768 2-9-10 ON 1.501, C/L: 10- 4- 8 2-6- 2 Over 3 Supports Scale = 0.4982 Eng Job: WO: COVK4 Dwg: TI: V10 Dsgnr:TLY Chk: 7/22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:Vll Qty:l DESIGN INFORMATION This deep is for an indnimul builduy eosponcm and has been based on Infor mion pronded by the diem. The dmger disclaims any responsibility for damages u a result of bully or incorrect information, syecificatian andlm designs farms hied to the trim Eger by the diem and the cormamess or accuracy of this information as it nary ieLm m a specs , g and eempts m responsibihiy or esmciscs w comml Pith regard in biniauoo, h,Mlin& shipment and insW latm of uusws This tree has been designed n an irAMdual build-S mogromm ra accordance with ANSIRTI 1-1"3 ud NDS-97 to be incorporated as pan of the building design by a Budding Daig er. when n niened for apprmal by the building designer. the deep loadings racoon man be O* m be P..n Ihm the data shown am in ageemm Pith the loaf buildias eodm local dimauc reoada for wind or snow lorft pmjed spoolict om or spinal applied loads. Unless showis tram has cot been designed for storage or omrpancy loads. The ding assume comprmim chords (top or ban=) are continuously brand by shathing unitzs abmoise specified Where bottom chords in minion are m dilly bred laterally by prcpcly applied nsid -ling, they should be hood at a maumrm spacing of Iva• o.e Connector places shall be nmrsdactmed ham 20 prase ha dipped phwad od mcotmg ASIM A 633. Grade 40. nnko otherwise shown. FABRICATION NOTES Prim to fabricaum the fabricator shall mien this drawing to merily that this drawing is In conflu an a Pith the fabriames pbm and in realty a continuing mWonsibility for such maihotion. Any discrepancies ue in ba pm to noting echo curies or fabricauoa Rate hall no be installed me kmlldea knots or damned grain. Members diall be ern fa tight fitting Prod in wand baring. Coa mm plates shall be bated on bah fain of the tram wuh Dail. "imbedded and shall be sr.. about the jam unlm otherwise shown. A 3<4 plate is 3' wide < 40 long. A 6xg plate is 6' wide a S' bng. Sias (hole) rep parallel to the plate length specified. Double cuts on web mambos shall min in the cemmid of the webs unless a crouc sbm Connector plate sins are mialrtnun sins based on the form shown and may need to be increased for main handling and/or crmnon n,au This truss is nor m be fabrkit, with fire reardani tmated lumber unlear othawve Lean For additional intormstwt on Quality Cannot miler in ANSIrtpl 1.1"3 PRECAUTIONARY NOTES All bracing and erection r®mnedatims are in be folknsd in accord, ooe with it industry pcbliation Trusses are to be hamim with particular can: during banding and badhns Mil y and instal Winn to odd damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for raining lateral form dull be designed and installed by others Careful hulling is ammial and ermron bracing is alws)s required Normal pro ammwy Karoo for tome require; each temporary bracing during insullatron Mesas tomes to awl toppling and dom)notng. The supenrisim of sans of trma shall be under We Central of persons mperienc d in the inSW W ion of Irmo. Professional a&— shall be Lagm if needed Comeniraimn of ootmnuotion Io•6a gala than the design loads shall not be applied to ims:s at any nano. No loads other than the weight of the cnectors shall be applied to tnrssa wail after all fanrnnng and bracing is rnrmplaed TC: 2x 4 SP N2 BC: 2x 4 SP Y2 WB: 2x 4 SP M3 GBL: 2x 4 SP N3 mere CUTTING ONLY eerier MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Left End vertical designed for wind. WndLod per ASCE 7-02, CLC, V= 125mph, Hei 15.0 ft, 1= 1.00, Exp.Cat. B, K:t= 1.0 Bld Type= encl Les 20.0 ft W= 7.2 ft Truss in END cone, TCDL- 4.2 paf, BCDL- 1.2 psf 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 Cry 1 MAE. REACTIONS PYR BEARING LOCATION----- E-Loc BSet Vert Horia Uplift Y Type 0- 0-12 1 0 0 0 B Pin 7- 1- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 7-2-0 1 2 3 4 6.00 2A Dint Locations 1) 0- 0- 0 4) 7- 2- 0 7) 1- 2- 0 2) 1- 2- 0 5) 7- 2- 0 8) 0- 0- 0 3) 3- 2- 0 6) 3- 2- 0 Wind loads have been checked perpendicular to the face of the truss. FORCES (lb) - Max Compression/Max Tension TOP CHORD ON I i (7 I I ON I 1 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: REM) ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO Maronda SysteMS ERECTING CONTRACTOR. BRACING WARNING: Bracing fln0on on Ile dewing is no ermron bring, wind barng, portal bracing in similar bneraj PhKh is pan of The building design and Pfiich nmm be considered by the building designer. Bracing nnmw is for lateral support of Ism members on)) to reduce buckling kWh. Pm%-W a must be nude to anchor lateral bracing at ends and specified was locutions determined by the building designer. Additional bracingof Ind menuof nay be required (Sec HIB-91 of Tlil).For sp=Lfk truss bracing requirements. contact bwbmg dZiser(fmss Rate Insutme. TPI is loath at 533 4005 MARONDA WAY DT)aofro Drat Madam wiscomin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050060 367 Meson IL Chutuot , FL 327ii Component E ng all by. Truss Enpmrins Co.. P.A.. Sit SourAdde Rd, Fdenun NC 27932 3-7-0 Scale = 0.4905 Eng Job: WO: COVK4 Dwg: TI: Vll 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 I I 'Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V2 Qty:l DESIGN INFORMATION TC: 2x 4 SP 82 This design is fin an indridtml building amponem and EC: 2x 4 SP # 2 has been bald m iefarounion provided by the clan. The WE: 2x 4 SP 43 dmgoer 11-11iins any-spom,bilily for damage n a a u r a• CUTTING ONLY a a a a a rravt of laulry w incorrect intormauert tpcnllulimn and/or deign hrrnished to the ova aesipc by the dtau MULTIPLE LOADCASES -- This, design is the and the cos antes or mncy of this inform ition nit composite result of multiple loadcases. may relate maspeafc projectand —.grim Right End vertical designed for wind. ra, .lityorexmdmnocaurolnithrnudto Wind loads have been checked perpendicular6briutimt, handling, shiprrcm and i„aall— of (roan to the face the trues. This trim has been designed a en irdii-AW bmlaing of c—ponem in aaardanR with ANSVIPI 1.1993 and NDS-97 In be incorporated n part of the Bolding design by Building Designer. When reviewed for apprael by the tnim ng dmgter. the deign Imdnp alma mine be C m In be sure that the data s1 mt9 are In agreement with the local building codm Ioal climatic r®rds for rind or saor loads, projra specs unto or special applied loads, Unless shom trim has not been designed foram a omnpaucy Inds The deign assume compression chords (lopor boltom) arecomintiaialy breed by shesthiag unless etltvwu igml)ed Ylb— bottom chords in sermon are oa IWy Band laterally by property applied rigid ceiling. they dmuld be braced in a madmim spacing of I(r4e o c Connmm pWa dull be manufactured from 20 gauge hot dnppod pl anind sued naming ASTM A 65). Gnadc 40. umm cticnve shown FABRICATION NOTES Prior to fabrtation, the labrtmtm wll m s r this dminS to verily thin this dining is in ranfirmtsrice with the fdiriatoes plane and to mlim a continuing repmmbiliry for such venfiatma Any &wmp=m an in be Pin in rriting before arcing or MACH ion. Rates shall not be installed my knotholq knots or disioned gram. Members shall be as for tight fining rood to road badng. Connonm plate still be lowed on bah face of the utm yr b wla wry imbedded and h.11 be sync. anent obejmm unless otherrve shorn. A 30 plate is 5' ride x 4' Img. A 6d plate is 6' ride c k' long. Slots (hole) run parallel to the plate length spmfird Doubt au on web rnenI dull mm at the immmid of the ueh unless ctlQvv iae dmrn Conuimm plate elm are ounimum dm baud on ibe foam win and may trod to be 2-0-0 inmexd for cerWn handling and/or GCCliae sti Thu tram is not to be fabricated with fire runrdam tread It, mber cdea other -se shmvn Fa additional information no Quality Control refer to ANSVTPI 1.1995 PRECAUTIONARY NOTES All bracing and ermine ncommmdatnms are to be fdbwed in accordance Mob accepted industry publik— Trussesate m be ham with panodu are during hooding and bmidling, delivery and to avoid damage. Temporary and permanent bracing fin holding trusses; in a straight said plumb position and for roasting lateral forty dull be deigned and iffialled by others, Carried handling is essential aid ermm tracing is always required. Normal prmaioovy Kum fe tn® a require sorb temporary bracing dmiog n•,er brim trusses; In mud toppling and domirai ng. The supervisino cf emioo of trussesshall be aide the cormol of posons ecpeneaad no the ins a lum of tnset Professional advice dull be aaiglu d oeeded Conowrauoo of ceimnrsion kt•ds greater than the design loedt shall or be applied to trusses at any time No lads other than the weight of the a am dull be applied to trussn anal alter all fatting and tracing is Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. In -Plant Quality Assurance with CT- 1 MAE. REACTIONS PER SEARING LOCATION----- E-Loci BSet Vert Horiz Uplift Y Type 0- 0-12 1 0 0 0 IS Pin 3-11- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCBEDULE 4-0-0 1 2 6.00 2x4 I I XXXH 1• 1. 30 Stud L7 I I ON I 4-0-0 4 3 oint Locations 1) 0- 0- 0 3) 4- 0- 0 2) 4- 0- 0 4) 0- 0- 0 WndLod per ASCE 7-02, CiC, V- 125mph, H= 15.0 ft, I= 1.00, Essp.Cat. B, Kzt= 1.0 Bld Type= encl L= 14. 7 ft W= 4.0 ft Truss in END zone, TCDL= 4. 2 psf, BCDL= 1.2 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 2-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: DWg: Maronda Systems Bracing dnonn on Iha dawn{ is not creation bracing• wind bracing, portal bracing orsimilar bracing which is Pan of the building design and which mum be cemdmed by the building dmgm Bracing win ts fin lateral mppon of truss D sgnr : TLY Chk : members only to reduce bta: Wing lengh. Provisions must be made to mhor lateral bracing at ends and specified lceaions daumined by the building designer. Additional bracing tithe overall strum may be squired. (Ss, HIB-91 TC Live 16.0 psf of TPRFor spmfe tram bracing MVirmetus, cooaa building deigm.(Tnas Plate Ins ma TR is located m 593 TC Dead 7 . 0 of 4005 MARONDA WAY D'OnoftioDriveMadison. Wisconsin 5)719). P Sanford, FL. 32771 Compoccm Engineering by. Tina Engineering Co,. P.A., III Sou dsde Rd. Eduums, NC 27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW500613 BC Dead 2.0 psf 367 Msdamon FL Chuhsota. FL 32746 TOTAL 35 . 0 sf Desicn: Matrix Analvais Profile Path: C:\TEE-LOK\Work\Joba\COVK4\COVINGTON K 4\V2.1orx Scale = 0.6461 WO: COVK4 TI: V2 7/ 22/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA vd 7 'i7— gnicaS Job: COVINGTON K 4 Cuetomer:10# UPLIFT D.L. WO:COVK4 TI:V7 Qty:l • DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. oint Locations This design is fa an indiedonl building component and BC: 2x 4 SP 42 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 3- 9- 0 5) 0- 0- 0 has bcabrand wninformation limidndythe clrm he CUTTING ONLY ••+•+ continuously braced unless noted otherwise. 2) 1-10- 8 4) 3- 9- 0 decptndixla;msany re:ootmbilityfar dam gcsaa rot ll of faulty MULTIPLE LOADCASES -- This design is the WndLod per ASCE 7-02, CiC, V= 125 h, Wind loads have been checked Perpendicular wdicsignsh nisbadincoura°mtormasdmgmbytmru snd/adaigmPomishMtothetramdmgmMtheriKntcompositeresultofmultipleloadcases. P H= 15.0 ft, I= 1.00, Esp.Cat. B, Kst= 1.00 to the face of the truss. amd the arrreclnes or accuracy aflhis information a it User defined loadcasea have been considered Bld Type= encl L= 66.0 ft W= 3.8 ft Truss In -Plant Quality Assurance with Ccr- 1 myrelatet—speafm prgctand—ilotano responub1wryanvmsanocmtrdmthmprdtainthisdesign. in END cone, TCDL= 4.2 sf, BCDL- 1.2 P Pef MA3:. REACTIONS PERBEARING LOCATION----- bbimtimhtodlnywpmemudimwlationoftmaa FORCES (lb) -Max C reaaion/ Max Tension o x-Loc BSet VertHorix Uplift T Type 71ds trim has ban dmpnd as an ttdnidual balding TOP CHORD 0- 0 -12 1 0 0 0 B Pin mmpoaat to accordmtx with ANSV7PI I-1995 and 3- S- 4 1 0 0 0 B Pin NDS•97 to be ntcorpurared as pan of the building desip by Building Designs. When reviewed for,ppraal by PROVIDE UPLIFT CONNECTION PER SCHEDULE the building dmyc. the dmp loadings sh000 man be choked in be sure that the data shown are in atreemem with the bd building antics, local dimntc r®rds fan wind or smut foods, prga7 Wocifiotiau a spaial applied bode Unless shown tntss has not bent lcsfgnnd fa -ors pe a ow4ancy loads Tho deep ssswm axop essfon chords (top a bottom) are continuously brxzd by shalh.S unlm trrw;a loccr d. Who, bottom chards in tension are not fully braced laterally by a properly applicd rigid ceding, they should be brand at a mad— sp: .g of Iff- W o c Cattmm plans shall b 1-10- 8 1-10- 8 am®fiaured 11— 20 pupbotdippedphanttedua1neatngASTMA651. Grade a, unlm ah -use shown. 1 2 3 FABRICATION NOTES 6.00 -6. 00 Prior to fabrication, the bbdotashallmxwthedrsoingto %w* that this draping is in mnWverce milt Lk bbriamfs Plans tad to mad= continuing responsibility fa such —Manion Ay duampartoo art to be pm in miting before outing a hOriatias Pbtu 4 x6 shall has b inulkd my krtaltda. knob or datorted Pain. M®bcs shall bead fa light titling wood to wood eonag. Cpomoae pU= shall b lootnd w bob f a d the man mlh nails Polly imbedded ad Nall be qm. about thepsm nand- ahenisc shoos A 5s4 Plate is 5' wide a 3x4 V long. A 6sg platea6' .wdc a g' loog. Sias (holes) 0- 11- 4 ram psralw m tho platelmPhspenfedDoblecanon0-1 1- 4 web mambos shall man at the ormroid of thb e wemlm 43x4 ashawo ise spon. Goldman Plate situ areminimsirsbrandantheformd— and may need to be maasd fa a,.,;w handling and/or wanton sumo his sun is not to be ftbnowit md with rim retardant trarrd hmbv ualm ahowis sh000. For addmoml infamtim on Quality Contra refer to ANSMI 1.1995 PRECAUTIONARY NOTES All bracing and seam resmuoeMums ate to ban followed in accordance wuh aazplad industry pubbatiom Tr>tsm ate to be handled mth panndar are during hording and bundluoy ddimy and umallatiat to mad damp. Tmnporsry and pomutau bra iug fa haldtag rutsa la a straight and plumb Potation and fa revating hued form shall be dmguil andtnsalkd by altos. Cnehd handling is ersemial and ceudan Mang is alwtn>s mquirnd. Natal prevamnary sum fa unsure rtqutra strh ustnPaaty bracing during calls— beweat musts Ian mud law itni and daninang. TM agmisim of enam of vanes shall b mtda [ be control of posont eepumald in the imallatioo of otssm Professional at%= shall be sought if oeede4 Cat®union of mnstrmim loads gnats than the dmp loads shall oat be spo to uusscs at stay lime No lads oho than the o tght of the ermon shall be appltnd to Emma =1 after all ftumng and bracing is 4 k* I K*A I I r e I I I• 13-9- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an the drawing as not ermsoo braciW. windtiming. Pail bracing or similar bracing wdtich is. Pan of Ilse building design and which ram be canddc d by the buldnag dmpo. arming shoom is fa lateral sulow of trim atoohot only ld redran bailing ImPb. Prwisims nnm be made to anchor Lied daring at ads and spealled locations diamined by the balding desiPto. Additional bracing of the merdl strtrsmre my be required (Sot HIB-9I ofTP4 For spmfk man brawl; rcgmrcuscoM wmtaa building d ogm ( Tim Pbte Insuuaa TPI is Icaat 521 4005 MARONDA WAY DVnohwDrkmMadison. Wisconsin 53719). Sanford, FL. 32771 CouPooem Eapoming W. Trans Eogintming Co.. P.A., 9lg Scum Rd. FAaton NC 27932 407) 321-ODS4 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE nr005006e 367 MxdaMm FL Chutucitae FL 32796 Eng Job: Dwg: DSgnr:TLY Chk: TC Live 16.0 paf TC Dead 7. 0 paf BC Live 10.0 paf BC Dead 2.0 paf 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 l I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V8 Qty:l DESIGN INFORMATION This design is for an individual building wmponew and has beets Oucd on Infomution prided by the client. The daipc disclaim awry respotmbtlny for dams;= n a rcudt of holly car Irmrta informnioa specifications ar dler designs fbrnidKd to the liaa doop er by the tine t and the cmr.ct f or aancy of this infomwion a it nary relate to a specific project and saeRs at, respmcbtlily or emreses on catered with regard to Mnotiac hardliy, shrpma and installation of vussn This trim has beat designed a an in inidml bwldnng compaccei in otasrdonrs with ANSVIPI 1.1995 and NDS-97 to be inmrpaated as part of the b tiling dmgn by a Building Designer. When my al foe apprmal by the buldnng daigncr, the deip ludnnp None item tr eh ! to be rote that the data Noun are in agermem ai h the local bolding coda, bat dionvc raards for a rid or mow loads. Rolm pecilbtica; or special applied loads. Unless sbona truss has to been designed far storage a omupaay loads. The drop scrums cmpressim dads (top or batons) are mmimnusly brtrced by shahs, unkn ahcwise speafiod. Whore boom dads to tenuots are as folly brand laterally by propaly sppltd rigid ceiling, they Nwld he braced in mutonon spang of 101O' ac. Comma plain shin be manufactured from IO gauge bat dipped phvaind aced rrcnint ASTM A 655. Grade uf, unlm oth— shown FABRICATION NOTES Prior to obriaims. vthefabrta shall mtew this dining m tern, that this drautng is in moformuta with the hbnotofs plans and to realist a continuing nobility for Rich teriBaton Any atacrepum are to be pm in orating before aping or hbnotion. Flue shall eat be installed otc knahoks. kem or disiond pile. Manbcs hall be a for tight fitting uood to uod bearing. Connector plate shall be located on bah face of the tnm aiib nails hilly inbedded lad ;lull be sym. abom thejoia onlm otheruise shown A Ses pore is V wide a V lay. A Est plate 4 6' wide s t' Wog. Slog (hole) can pan11el to the platelenph specified Doable ass on web rneai. shag tsm at tho tamvad of the ids unlm atvuise shown. Connena platene ar ema tammrile based on the tome shown ad rimy pad to be increased for certain handling and/or ermim mash This trim is not to be Mtti= tM mN Bre naardam treated harder unless ahcwise mown For additional information on Quality Comrel refs to ANSVfPi 1. 1995 PRECAUTIONARY NOTES All braonp and crouton rmommudmnau are to be followed in accordance wth ataleptrd idnmty publications. Truss; are to be handled mLh particular care, during heading and Wdhng, delitey and installation to avoid damage. Temporary and pcntanront bracing for holding time in a straight and plumb pmvon and for rain{ htera! forts Nall be dmpad and initial kd by ahem Careful heaing is essmttal and union bracing is slwa)a reptird Norval Rtaaniaury action for to ssn inquire such temporary bracing during installation bemeea Inases to naid toppling and donsiming. The snpents)m of erection of trims dull be under the control of persons eepaionad in the imsallation of vacua Ihofestoaal adtim shall be aought if needed Concentrator of ematoaion Wads grate than the damp loads Nall not be applied to mesa at any time. No Wad; other than the wdgbs of the cream Nall be applied to Incur aril alter all hewing sad tracing a TC: 2x 4 SP 02 BC: 2x 4 SP N2 WB: 2x 4 SP #3 CUTTING ONLY ++++• MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. 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, CLC, V= 125mph, 8= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 66.0 ft W= 7.8 ft Truss in END zone, TCDL- 4.2 paf, BCDL- 1.2 paf FORCES ( lb) - Max Compression/Max Tension TOP CHORD joint 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 BEARING LOCATION----- x- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 0 0 0 B Pin 7- 8- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 3- 10- 8 3-10- 8 1 2 3 6. 00 -6.00 4x6 ON 1.50" Stud @ 4- 0- 0 ON 1.50" l 7-9-0 t 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 arOOSW6e 367 Medamon PL 6hutuots, FL 32766 VING: Eng Job: ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO PING CONTRACTOR. BRACING WARNING: Dwg: storm on this drautng is non nation bracing, aid bracing. ponal bracing or sirmlar timing utuch a a pan of Dsgnr : TLY Chk : dingdesignandoftichreamheconsideredb) the btuldtng dmper Bracing sMwr its for lateral support of trim 16. 0 f ionytoeIWeddingkWh. Prcn v term be made to anchor lateral bracing at ends and spmfrd s de arnired by the bulding designer. Additional bracing tithe menll svucture era) be regwmd (Ss. HIB-91 TC Live pB For spmflc trim Mang rM—unents. mean Wilding dmgrcr.finm Plate Insunae, TV[ is load at 593 Dead 7.0 inDrimMadison. Wuamn 33719).TC paf tent Engineering by: Truss Engnaxnng Co. P A. Sit t:ntwsr:k Rd, Edenton. NC 27932 BC Live 10.0 ps f BC Dead 2.0 pet TOTAL 35.0 oaf 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 v4. 7.32-60687 I I I Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V9 Qty:l I DESIGN INFORMATION This design is for an indmmul building component and bee been hued m udinunitoo pnen,drd by the client. The rleriper disclaims soy responsibility floe darrrge es reach of faulrf M incorrect information. spmficaiwa adfor designs Aunished to the trust denpc by the client and the correctness or aacuncy of thisfnmutntimt u It may relate to Qecift project and mcceps o0 responsibility or oxicises no control with regard to fabriotrou handling. Nipmw and tanalntiom of, — Thin trim has been desiyrd as an indivrdul Gelding mmpooml in accordance wnh ANSVITI 1.1995 ad NDS-97 to be incorporated as pan of the building derp by a Balding Designer. when reviewed for appmal by the buiWmg deagnta, the deign loadings showy tam be cheeked a he cue tW tho don shorn art rot agteemrm th the load building code, local aiaatic roads le r wid or snow loads, prof specifications or special applied Wads. unless shows trim has not been designed liar map or occupancy foods. The design amtmes mmpressao chords (top or broom) are conttenoraly brand by sheathing unless otherwise spsilled where bonoru chords In tes non are ma dully braced Laterally by property applied rigid acting, they should be brand at a minim spacing of l(Yst• o e. Connor pales shall be manrDaurtd from 20 pup him dipped phanind UwJ mmins ASTM A 653. Grade 40. unless othcwiae shown. FABRICATION NOTES Prior to fibriati on. the fabnator shall n„nr this drawing to Nail)• that this diming is in codormtane with the Mriatoh plansad W reap s nowroung responsibility ter such wtfiatm Amy disac7uoda are to be put in w,iting before coning or Loth^^ ion Plates shall net be installed men knotholes. knots or rhsional grain. Maoben shall be at for tight lining wood to wood baring. Cmoecsor plate shall be located on both faoe of ace: trim with ants wry imboddod and shah be s)m alum the jots ualm otherwise shown A 50 plate es 5- wide % 4' Wag. A 6d plate is 6' wide x le long. Slots (Iola) run parallel to the plate length specified. Double outs on web memtrn shall mesa ai the eewntd of the wtd{ uNe[a ohmNse show'& f.mMlor plate G>a are wrusuarn sim Deed on the form shown and may need in be imaafed for mein handling a wor ereasan mcs:s This trust is not to be hbriated with fire re ardam treated lumber unlm othmise Mown. For additional intormatm on Quality Cowol refs in ANSVrPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection reammendatiom an to be followed in accordance with occerted itdunry ptElirattora Truces tie to be handled with particular are during boding and dtdling, dedhwy sd installatioa to svoid damage Taoporuy and penni nau In" for holding trusses in straight and Numb position and for resisting Intend fond shall be designed and installed by others. Careful handling is etsenul and cream tracing is slwa)s required Nom,d pnecautiotury scion for ut>m requirea such tanponq bracing during installation between trusses in avoid toppling ud tboinoing. The mpmision of erection of trusses shall be under the natural of pinata expenenad in the installation of uuaa. Prufessiorul advice shall be sought If nailed Concentnim of construaton Inds grata than the design Wads shall not be applied to muses at any time No loads other than the ucted of the eremon shall be applied to mush: awl at- W fastening and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP N2 WB: 2x 4 SP #3 GBL: 2x 4 SP N3 CUTTING ONLY •• MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaees. L. and R. End verticals designed for wind Wind loads have been checked perpendicular to the face of the trusts. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Deer defined loadcases have been considered in this design. In - Plant Quality Assurance with Ccr 1 MAE. REACTIONS PER BEARING LOCATION----- Z- Loc BSet Vert Horix Uplift Y Type 0- 0-12 1 0 0 0 B Pin 7- 10- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 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 WndLed per ASCE 7-02, CiC, V= 125mph, Heu 15.0 ft, I= 1.00, E2tp.Cat. B, Kzt= 1.0 Bld Type= encl Lea 66.0 ft W= 7.9 ft Trues in END cone, TCDL- 4.2 pef, BCDL- 1.2 paf FORCES ( lb) - Max Compreeeion/Max Tension TOP CHORD 3- 11- 8 3-11- 8 1 2 3 6. 00 4x6 6. 00 2x4 2x4 2x4 ON 1.50" Stud © 4- 0- 0 Oil 1.50" 7- 11- 0 1 6 5 4 r. 0-I I- 0 7-11- 0 1, RI- 0- 5) EXCEPT AS SHOWN PLATES ARE MiTek MT20 All U-1 I-U WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS OWING TO BE GIVEN TO Dwg: MaConda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing chows co this drawing e net cream tracing, w,du brntpenal bracing bracing °velar hoeing which is a pan of the building design and utrh now be considered by the building desiper. Bracing shis fm lateral um pon of inDsgnr • TLY Chk - mart. only to reduce buckling length. Pm,ams tam be made W anchor lateral bracing u ands and specified TC Live 16.0 0 psf plocations deterwnedbythebuildingdesignerAdditionalbracingoftheo,=II structure m y be required. (Sec HIB-91 of TPI),For specific trim bracing requirements, contact Wilding designer (Trim Plate tnstttum TPI is locoed at 533 DIOttof et Dncc. Madnrn Munns n 53719) Component Engineering by: Trim Engineering Co.. P.A., III Soudside PA Fdemo& NC 27931 TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 2. 0 psf 1 TOTAL 35. 0 PSf 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 0010050068 367 Madamoe FL Glulsots, FL 32766 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 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\COVK4\COVINGTON K 4\V9.prx R ! E OFFICE National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 INTERNATIONAL Phone:703/931-2187 Fax:703/931-6505 CODECOUNCIL. website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright© 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(cDnisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARED Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data 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. rd9V v Paae 2 of 5.0 IDENTIFICATION Each container of BORA-CARE@ Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheff rahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by thecodeofficial, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination a periodic the subterranean termite feeding and tubing near basis. For information on the current sttatus 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 Code11999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTM, and the 1998 International One- and Two- Family Dwelling Code subject tolhe following conditions: CITY OF SANFORD PERMIT APPLICATION Permit #: 5 93 Date: Job Address: / T LOT Description of Work: Single Family Residence Historic District: Zoning: Value of Work: JUN 1 2 2006 Permit Type: Building_ Electrical X Mechanical — _ Plumbing __-- Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS' Addition/Alteration Change of Service Temporary Pole97 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: Harry Long, Jr. 4005 Maronda Way Sanford, FL 32771 State License Number: EC0000726 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no wont or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water managernent districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the rernents of Florida Lien , S 713. 2006 J 1 2 2006IS60wnerlAg.nt Dale i ture of Co or/A t Date Russell 1 "ith Summers Print w er/Agent's Name atoState J N 12 of Florida Date JEAYiJ:hE FULLERTOIv c _inmx DD0460464 cos a/10/2009 L-.,--; thru (600)432-4254: Fan, i Notary Ass .. t OwnedAgtMtSY_X• ••Versonally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: HARRY L NG JR. Print Cont for/Agent's Name All- I J N 1 2 2006 Sig ture Notary-Sta of Florida Date J[AN.:;t:E FULLERTOIv C T.t7 DD0460464 3 611or2009 a(800)492-1254: Inc r •• :ctary Ass ,.f Contractor/AgentiS"_Ji "Personally Known to Me or Produced ID Utilities: Initial & Date) (Initial & Date) Initial & Date) CITV OF SANFORD PERMIT APPLICATION JUN 1 2 2006Permit # : Z/ Date: Job Address: 3 IN 6O'-/6G a LOT 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 Serviced Temporary Pole Mechanical: Residential V 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: Gary Carmack 4005 Maronda Way Sanford, FL 32771 State License Number: CAC043900 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 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. n NOTICE. In addition to the requirements of this pen -nit, there may be additional restrii county, and there may be additional permits required from other govemmental entities Acceptance of permit is verification that I will notify the owner of the property No s Name JUN 1 2 2006 Date applicable to this property that may be found in the public records of this as water management districts, state agencies, or federal agencies. of Florida Lien Law, FS 713. Signature of Contractor/ Agent V nt Confractor/ Agent' s Name JUN 1 2 2006 Date en 111N 1 2 200 12 2006 St tune Notary- late of Florida Date Sign. of Notary- ate of Florida Date ULLE t j; R..... I.......1 c - JEANrd11VE FTOI. JEANr Ih FULLERTOIv ,,,,,,,, C,,im2 D004604 64 m,: 000460464..as 8/t0/2009 C i N32-4254: L., „as 8/1012008 air, J t,,ru (800 , i3on -J tnru ( 800)432 4254: ';?or' F,cn„1a No..tary As ... ..... sn. Int ors\ `,•` lord Not Man- 5............................... y,QW)1{d. Agenufc..••X_• eMMAM1?,&own to Me or Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Utilities: Initial & Date) (Initial & Date) ( Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : Cj/a_• /1? Date: JUN 1 2 2006 Job Address: r . LOT Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical-- Plumbing _X_ Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures /9 # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets P 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) CoVZI27 0 Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte SDrinas, FL 32714 Phone: 407.475-9112 Contractor Name & Address: Julia Creese 4005 Maronda Way Sanford, FL 32771 State License Number: CFC1426702 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407)659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 1 2 2006 1</S!ig- C-oner/Agent Date Signature Print Owns*/Agent's Name 2 2006 of Florida Date JEANiJI ULLERTON Commp DD0460484 SM02009 u. ru (800)432-4254C F, J Nuta.ry Assn. .I.n.c. .is. ..........: OwneAgen.! X_ Personally Known to Me or Produced ID Agent Print ContractBr/APent's Name JUN 1 2 2006 Date JUN 12 2006 of Florida Date I ...................... v ....................... JEANiJINE FULLERTON s - res SM2009 r ...u( 800)432-4254• i For" "11;;:1' I n....Assn Ines ntmctor/ Agent is _XS"Persona)iy Known to Me or Produced ID Co APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 19 Subdivision: CELERY LAKES PH.1A Property Address: 143 WHEATFIELD CIRCLE x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 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). 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. 0 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. El 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, June 12, 2006 SIGNATURE: y Ow or Authorized Agent) 1Ilti1'"11t1PUl111111toitRNNIIII a"31111oil MARYMNI: Ni.)ft`al:, LLE14K Or UIRWIT HURT a c 0 0 A TA N L6 V4 M O W J LLO Z+ 1A W W Q C J0cg ZfYW Z0 0 ZOz It YQ W LIM Ln Q a, M n a, a SENINULE [ IARM 8K 06128 Rg 0430; (lpg) CLERK' S # 2006 y27722 RW) RDI:D W/PO/EM 01 m01:14 Fig REUJIMNIi I=I) !; 10.00 RECIINDI: I) LAY t holden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 19 143 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Name and address) SURETY ( Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of -America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 18t St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) THIS DOCUMENT IS BEING RE - RECORDED TO REFLECT RUSSELL KEITHPUMM&S THE CORRECT PHASE # Maronda Hom s, I c. of Florida Vice President - Construction Sworn to/end subscribed before me this 20TH day of FEBRUARY, 2006. Notar* Rublic JEAIJNINE FULLERTOIv Commg OD0460464 Yow v'c ApI: es 8/10r2008 dondcd thru (800)432-4254: Flonda Notary Aasn. Inc i{uuuuumuu uuuumuuuuui.....i CERTIFIED CO" MARYAi 1NE MORSE CLERK OF CIRCUIT COURT SEMI , ( TY FLpRIDIiq pLrty FEB . 2 0 200A Legend of Symbols and Abbrb ylatlons REROD: Steel Reinforcing Rod Boundary Line Big Bearing Fold FUtd Measured P.C.P. Permanent Control Point P.T. : Point of Tangency Centerline Calc. : Calculated Fnd. Found P.I. : Print of Intersection R : Radius Right•ol•way Line C.B. : Concrete Block Gov t.: Goverrune d P.L.S. Professlonal Land Surveyor R.L.S.: RepltUred Land Surveyor Overhead Utility Line Ch. : Chord L.B. Licensed Bushels P.O.B. Point of Beginning R/W : ftft-d-way Easement Line Conc.: Concrete O.R. : Official Records P.O.C. Point of Corrunencement Sec. : Section A : Central Angle Const.: Construction Pav't.: Pavement P.R.C. : Point of Rover" Curve S/T : Septic Trott ARC Arc Length Us : Concrete Slab P.C. Point of Curve P.R.M. Permanenl Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C.: Pohl of Compound Curve P.S.I. Point of Street intersection W/ : With LtrttV K !AI Boundary Survey: I I 57) F.rto. a"iP.E•,eear7 SO.ev' ,aWr' fiso i t . vo. S Qe.¢an GOO, LS-24•?9- 1 "'/ LS-29J4 s I 151• I 9 o,Q,,.,aG oca I . E.+s A ivr Q r M n 3Zr q Q I r u 8 n C H2O I p GpNt. GA'i''rO. (IO f i 23 ° 3 •' 40 00 ' u>>= c z u u M ` PROP© r ED e, n p I CO VW G"Al K •8 . z Ebb >. O 0 4 ION U s •MIN s A aoX_ h oa e4c 7 ' N V 1 7. f•O' o'vr1A.17-k, 6.QSBws6.uT s -- I`— . 35G.5.9' G3-2Il4; R C.F•' r P• . tic`er.•,."2:•I,j4'i::d:...:.: • :.,;_.e• :ar<ti:.::::" • " .. _<.:.j_i:, .`% ., ti.-. ': I,Y ei'i.', ..'.a •:•C=•<J •y i :tn r.,..F•,^'.'lM fr :'%ti•-' :' ... . f. i• r ; n•`_ ".. .; •-' _ , ''= - • +I :<<_...- PLAT!` t2r~ir':{.•r'•...j.(..L1+..b+u e I'Pi f COPP 7w^ A$- sIJ: C .QC asx Pt Ar PT. So'w; L.',4s,P.wtlGr rr'T. /Z'4.tc.6..rnsb QESC2/PT/Oil%: Lo-r /,9 j GELE,QY LA!!S /i°fiOSE / ; .Sue,A,dis cwo oas To /+%vim i v LAT oOl! 67 , .o cEs 98 "aw, 142Ecv,eaS of Coy uTY, F,c cveiof. CERTIFIED TO. /j I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum lechninat standards eel lorth 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 Stan y E. Smith 386) 734-7047 (386) 789.2855 Frot rotd. islered Land Surveyor DRAWN BY: -E 2/ry REVISIONS: Certificate Number 3736 CREW CHIEF. A -IV. (Q//A-IN6 NOT VALID UNLESS SEAL IS EMBOSSED SCALE: _ 20 Nola: No instruments of record reflecting easements, limitations, owner - DATE: ships, reservations, restrictions and/or right-ol-ways, if any, have been pro- f n/414,ey /7 vided to this surveyor, except as shown. No underground installations or WO 4 utilities have been located, except as shown. FPE National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 Phone:703/931-2187 Fax:703/931-6505 INTERNATIONAL CODE COUNCIL,. website: www.nateval.org NATIONAL EVALUATION REPORT Copvright © 2001, National Evaluation Service, Inc. BORA-CARE® TERMITICIDE, INSECTICIDE AND FUNGICIDE NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(ccilnisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARE® Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. Report No. NER-617 Issued October 1, 2001 The instructions wtnm mis report govern iT mere are any wnnuAa between the manufacturer's published installation instructions and this report. 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 accordancewith 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. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, 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. Page 1 of 2 Page 2 of 2 Report No. NER-617 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. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA-CARE is water soluble and shall be protected as Subterranean Termite, Ft. Lauderdale Research & noted in Section 4.3 above. Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report, 110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CAREO Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building 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: LA!rondaHomes AN EASILY OBSERVABLE BETTER VALUEI 955 KF.LLER ROAD SUITE. 1500 • ALTAMONTESPR/NCS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 19, 143 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. RUSSELL REITFI(SU01 WERS, CRC058496 MARONDA HOI489, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 12TH day of JUNE, 2006 by RUSSELL KEITISUMMERS who is personally known to me. OTAIRY PUBLIC JEANiJINE FULLERTOh Commit DD0460464 4F r r,.es 8/1012009 800)4324254: 3.....'.D:F.,...... F, ,i.-a Notary Assn.. Inc t COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75102 DATE: _ /) BUILDING PERMI BER• U Cf) COUNTY NUMBER: 7UNITADDRESS: 41/ )e TRAFFIC ZON UkiSDIC IO : 06 CITY OF SANFORD SEC: TWP: NG: _ PARCEL: SUBDIVISION: R PLAT BOOK: PLATBOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT N ADDRESS: Mumma IC atJ /I LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit S 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 000.00 1 S 000.00 LIBRARY CO -WIDE 0 dal unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 S 1,384.00 STATEMENT / . RECEIVED BY: PT.EAq PRINT NAME) AMOU , DUE S 2,143.00 SIGNATURE: DATE: 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******************** L aronda Homesjj AN EASILY OBSERVABLE BETTER VALUE! 955 KELLF.R ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-911 S LETTER OF AUTHORIZATION CITY OF DELTONA CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Ken Schor, 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 Lots 19, 143 WHEATFIELD CIRCLE at CELERY LAKES PHASE. r. RUSSELL K IT SUMMERS, CRC058496 MARONDA HOMESNC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 17TH day of JULY, 2006 by RUSSELL KEITH SUMMERS who is personally known to me. NWARIY PU JEAM INE FULLERTOh....... Ccmmt/ DD0460464 03 8/10/2009 600)432-4254: 3.................: a..S CITY OF SANFORD PERMIT APPLICATION Permit # : 04 2 6 03 Date: June 12, 2006 Job Address: 143 WHEATFIELD CIRCLE LOT 19 CELERY LAKES PHASE IA Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $89,394.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Rd) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines (/ N ` CCC•••/ Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial f Q Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,468 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X TEMA form required for other than X) Parcel 4: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Elmer Bergman Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate pennit 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 pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/12/06_ KI 6/12/06 gna r o Ow /Agent Date i Sign ure of ntractor/Agent Date Russell eith Summers Russell Keith Summers Print Ownerjgent's Name Print Contractgr/Agent's Name 6/ 12/06_ of Florida Date A ...lr.ur.r.............. 1 JEAW4NE FULLERTON COMM# 000460464 ea 8/10/2009 leo0N32.42547 dry Assn., Inc -; Owiie/Agent is X_ Personally Known to Me or Produced ID 6/ 12/06_ Sig Sta gp(g'lori••da—Vatetufota iJIN FULLERTON000460464COMM# 1' Notary Assn Inc .. Contractor/Agent is X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: A t14v- Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 7/33.J9 SMITH DRAFTING & SURVEYING, INC P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 f/7c- 6 , 2007 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 13 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. 06 aka: /.,;L3 ; 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; Iv - ram! Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S.DEPARTMENTOF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 16600008 Exoires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: All. Building Owners Name A - / _ _ _ Policy k umber A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAM Ntrmoer I3WHEsTFr. •CiRc E Slate ZIP Code A3. Property Description (Lot and Block'Numbers, Tax Parcel Number, Legal Description, etc.) LOT .9 CELE,2Y LAKES PHASE A /tTB00- 67, PA6E5 X.•!99 - SE J//OLE Cod TY. F•Q/O l A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) ivccc F.Q r/c ,Q S/AEn/TA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. 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 --,!b2Q t sq ft b) No. of permanent flood openings In the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade NA walls within 1.0 foot above adjacent grade Q_ c) Total net area of flood openings in AS.b sq in c) Total net area of flood openings in A9.b j- sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name oa. Iartl GoUN T y F ore/OACirYo' S.a vFoeo /ZOZ94 B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood t_ievauonlsl tcone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12//7CO065 rE' Aar. /7, /995 APaIz. / 7 /9.95 1 r X' "/A 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) C 1. Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al-A30. AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized SCP Vertical Datum VavOf5Z.5 Conversion/Comrrients Nlo Check the measurement used. a) Top of bottom floor (Including basement, crawl space, or enclosure floor). Z/. 95 feet meters (Puerto Rico only) b) Top of the next higher floor IA feet meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) feet meters (Puerto Rico only) d) Attached garage (top of slab) gL. 38 feet meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 2/. 68 feet meters (Puerto Rico only) Describe type of equipment in Comments) (Hf- ,rPPcssc>e f) Lowest adjacent (finished) grade (LAG) 20.9 feet meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. . I understand that any false statement may be punishable by line or imprisonment under 18 U.S. Code, Section 1001: Check here if comments are provided on back of form. PLACF SEAlL_ I i E RI- FEMA Form 81-31. February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use: Building Street Address (including Apt.. Unit. Suite. and/or Bldg. No.) or P.O. Route and Box No. Policy Number ' ' - A.3 CWC4,!T City State ZIP Code Company NAIL Number o.ricn2n G02ioA 30771 T SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature vary Check here if attachments SECTION E-13UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7ones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A. B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E 1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade ( HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) Is feet meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building Is feet meters above or below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorised representative who completes Sections A. B. and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ` Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used In Items G8. and G9. G1. [ J The Information In Section C was taken from other documentellon that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located In Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO. G3. The following Information (Items G4.-G9.) Is prov( ed for -community floodplaln management purposes. G4, Permit Number G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permR has been Issued for. New Constriction Substantial improvement G8. Elevation of as -built lowest noor (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 Offniars Name Title Community Name Telephone Signature Date Comments Check Here d attachments FEMA Form 81-31, February 2006 Replaces all previous editions