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HomeMy WebLinkAbout130 Wheatfield Cir 07-166 SFR". PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR 45Ame lop - to MECHANICAL CONTRACTO •8 PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION - W h&A+--7PI el 41 PERMIT # O 1 -- 110 [s DATE I DIZ4 1" ISM PERMIT DESCRIPTION it PERMIT VALUATION 099. SQUARE FOOTAGE ot4 Y C7 C7 �°✓EUEUMIT QUMCity -of Sanford Certificate of Occupancy This is to certify that the building located at 130 Wheatfield Cir for which permit number 07-166 has heretofore been issued on October 24, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Building: D Brouthers Engineering & Planning: Date 03/02/07 M Replogle 02/28/07 Public Works: M Watson 02/28/07 Utilities: R Blake 02/28/07 Fire Department: Conditions (if blank, no conditions apply) Maronda Homes YY1. _-PQo., �; -_ 03/07/07 Property Owner Building Official Date BP210U01 CITY OF SANFORD Application Miscellaneous Information Maintenance Application number . . . . 07 00000166 Parcel Number 32.19.31.518-0000-0120 Address 130 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 10/24/06 Y NOC ON FILE, EXPIRES ON 02/20/07. _ HISB 2/27/07 Y CO SIGN OFF: _ HISB 2/27/07 Y P&Z:MR 02.28.07 HISB 2/27/07 Y PW: MW 02.28.07 HISB 2/27/07 Y Util:RB 02.28.07 HISB 3/05/07 Y FINAL F/S ON FILE F3=Exit F6=Add F12=Cancel 3/07/07 13:49:51 Bottom a-t -t c0 to SAl1 TII VIL4 'TINC &E .S u lLs I'llyg INC. 11.0. Box 4518 DcLand, Florida 32721 Phone (386) 734-7047 Fax (386) 73,1-42,18 1-.,6rua2(3 _, 2007 To: City of 5suiford, Florida; Building llcparttncnt 300 North Park Avenue Sanford, Florida 32771 Itc: Lot /2 ; Celery Lakes Phase IA; Plat Book 67, Pages 98 attd 99; Public Records of Seminole County, Florida. aka: /.30 JV Stanford, Florida 32771 Ucar Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 Company .0 uldu Itu. luau l U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION .CW I IFILAI .ExDlres February 28, 2000 Federal Erpergency Management Agency National Flood Insurance Program Important:. Read the I* Wctions on pages 1-8. ol- i SECTION A - PROPERTY INFORMATION For Insurance Comp4rl U,W Al. Building Owners Name ant/DA • ft0/1?�S.l ,' ... .. 1, . . A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box Nqr ; • el :pony IC N ihWY Cix _ Slate ZIP Code A3. Properly Descripllo (Lot and Block•Numbers, T/a�x ParceLNumbQr, Legal DescrlpUon6, e/ytc.) , i LOT /2 CEGE,2✓ 1AKES : ri1IA.kw k%A�s 94192_t_2raHith46 Ca .�7'' . f??/v!1 A4. Bllljoing Llse (e.g., Residential, Non•Resldentlal, Addition, Accessory, eta.) � taF/�`�/�✓�siRiNTI4L AS. Latitude/Longitude: Lat. Long. • '. ! ' Horizontal Datum:' ❑ NAD 1927 ® HAD 1983 Ae. Attach at least 2 photographs of the building if the Cerllficate Is being'used to obtain flood Insurance. A7. Building Diagram Number -L A8. For a buildb►g with a crawl space or enclosure(s), provide ' ' ''' ' A9. For a building wllh an attached garage, provide: a) Square lootaUe of crawl space or enclosures) ArA ' . sq ft a) Square footage of attached garage mil at sq ft b) No. of permanent flood openings In the crawl apace or. b) No. of permanent flood openings In the attached garage onclostire(s) walls within 1.0 fool above adjacent grade ' N�. walls within 1.0 fool above adjacent grade -0- c) Total net area of flood openings In AB.b N�� sq In • �; t c) Total net area of flood openings In A9.b �_ sfl Ill SECTIOiJ B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFiP Community (lame & Community Number B2. County Name ' B3. Stale I ' FCr�� '•` .TY GO/O rv � B4. Ma /Panel Number B5. Suffix B6. FIRM Index • B7. FIRM Panel B8. Flood B9. base r1000 tlevatlont,;l tz.unu p Data ' 1' 1'; EffedNe/RoAsed Date Zone(s) AO, use e base flood depll�) /2J/7CO065 rE'.. 4 -/7, /995 r�1Pt?��_1_7,,/9,.95 > 'A 010,_,I111lirata the source of Ilia use lVGfI Elevallori (BF ) data or liasifjood•depiNWnfeted'ln item 9. (=1 FIS profiia f_1 FIRM ElCommunity Determined ' : ' ❑ Other (Dascilbe AA 1111. Indicate elevation datum used for BFE In Item 09: 0 NGVD 1929 . ' '. ❑ NAVD 1988 � ❑ Olhei (Describe) ' [312. Is ilia huil+ling locatad Ina Coastal Bardai Resources System (CBRS) area or Othorwlse Protected Area (OPA)? ❑Yas Ia140 Dowulwilon nale nx�_ (] CLiftS • ; • ❑ OPA ' SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. BuiLling otavations era based on: F1 Construction Drawlnos' n Building Undar Construction• i A FlnWhed Conslrucllon -A now Elevation Cartificala will Ile roqulied whun conslruclion of ilia building Is complete. C2. Eievations - Zones AI A30, AE, All, A (wills 13FE), VE, V1-V30, V (with BFE), AR, AR/A; AR/AE, AR/A1-A30, AR/Al1, AR/AO. Complete hams C2.a u below according 10 the building diagram specified In /tam A7. Benchmark Illilizad SC:p Vertical nahun L'ryor9?J Conversion/Colnulanls Check the measurement used. a) Trip of bntinm fluor (including besernant, crawl space, or enclosure fluor)- ?.Q 25 CR feet 0 rooters (Puerto Rlco only) b) Top of ilia na>,I higher floor [] feet ❑ meters (Puerto Rico only) e•) uourim of Ulb lowast limizonlal slruciural member (V Zones only) 1 feet (] metals (Puerto Rico only) (l) Allached garage (top of slab) /9• ti6 foal [] malars (Puerto Ilk:o only) e) I owes) elevation of machinery or equipment servicing Ilia build('ig /9. j�_ (}Q foot L) motors (Puerto rtko only) (nascliba 1• ie of a ui irnanl In Conunanla) (alCCaptsseue yi 1 2 feat mutais (PUL110 Rlco only) f) Lowest ertj;,renl (finished) grad (I AG) 1� � g) I ligllest adjacent (finished) Uralic) (I IAG) fcyl [1 rooters (Puedo f(k:o only) SEC'floll 1) - SIIftVEYOR, ENGINEER, OR ARCI III-ECT. CERTIFICATIOiJ This carlifrcallrm Is to bu altlned and saulull by a land :,ufveyor, enuhleor, or srcldled aulholizad by low to certify uldvalion lodamialion,' I �:urlily that lhu iu/nlnlalion on Ilds Curliffcafa represents my best f,llor(s (a hdarpruf Ili& date aveflyhld. unrlorslwld that any luho slafe/nauf may ho purrlshutrld by has orGuprisonrnent under IS U.S. Curia, Section 1001. 1,. Chef•./: here if comments are provided on back of form Cellifrel's Wrinlo 1 ale' Tillo /L Address umber 51,frotasit"19- Jr... [IP Curie L_Zo :�2 - PLACE (SEAL I I�:fli: ! 1 14l, I'.,,,, 111 �11 l rl�ill'II'� �'Illili ail?f'. f�a!ti1'SP::il�h? fill M1111111Gf1h'111 p4q. iffa?s fill I1r6vlfflls u�hil•n,:: IMPORTANT: In these Bulldinn Street Address (In City Slate ZIP Apt., llte culresll Suite, and/or l lilluiIIIaoull Iluill bet;II111I A. o.) or P.O. Route and Box No.. , UI 1114ulullW vun,l..„) PORGY Nurilbbr. ;a Compgny NAIL Ntrmbbr SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community'offlcial, (2) Insurance agent/company .and (3) building owner. Comments , Signature Date ❑ Check here If attachments SECTION E = BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones 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 E 1•E4, use natural grade, It 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 (IIAG) and Ilia lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawl space, or enclosure) Is ❑ feet ❑ meters ❑ above or ❑ below the NAG. b) Top of bottom floor (Including basement, crawl space, or enclosure) Is 1 ❑ feel ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Sedlon A Items 8 and/or 9 (see age 8 of Instructions), the next higher floor (elevation C2.b in Ilia diagrams) of the building Is ❑ feel ❑ meters ❑ above or (] below the HAG. Ea. Attached garage (top of slab) Is ❑ feet ❑ meters ❑ above or ❑ below the'HAG. E4. Top of platform of machinery and/or equipment servicing the building Is' ❑ feel , ❑ meters ❑ above or ❑ below the HAG. E5: Zone AO only: If no flood depth number is available, Is the lop 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 owners authorized representative who completes Sections A. B. and E for Zone A (without a FEMA-Issued or community -Issued BFE) or Zone AO must sign here. Me statements In Sections A, B, and E are correct to the best of my lyrowledge. Property Owner's or Owner's Authorized Representative's Name Address City Slate ZIP Code Signature Dale Telephone Comments ION G - COMMUNITY INFORMATION The local offhcial who is authorized by law or ordinance to administer the communky's floodplaln management ordinance can complete Sections A, e, C (or E), and G of this Elevation Certificate. Complete the applicable Item(s) and sign below. Check the measurement used In Items GB. and G9. G 1. [) The Information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who Is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data In lire Comments area below.) G2. El A community official completed Section E for a building lopated 14 Zone A (without a FEMA-Issued or community -Issued BFE) or Zone AO. G3. [I The following Information (Items G4: G9.) is prov(Jed for'66mmunity floodplaln management purposes. G4. Permit Number I G5. Dale Permit Issued I G8. Data Certificate or Compthancervccupancy rssueo G7.71ds pennit lies been Issued for:.. ❑ New Conslydclion ❑ Substantial Improvement Ga. Elevation of as -built lowest floor (including basement) of the building: _❑ feel ❑ meters (PR) Datum G9. BFE or (In Zone AO) depth of nooding at the building ehe: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature - Dale Comments ❑ check here If all.-clime,112 FEMA Form 01-31, Fehniary 2006 Replaces all previous editiotis CITY OF SANFORD PERMIT APPLICATION Permit # : U ( " Job Address: Description of Work: Historic District: Zoning: Date: iIW— Total Square Footage Value of Work: S 5 UG Gy Permit Type: Building Electrical / Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Additton/Alteration I--' 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 7 Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone:: (FEMA form required ) Owners Name & Address: t V l ail y-rin t' e"k om f-S !� : 6 r(` u 57Q r P(: ) U 1 r f--, (6oc) Phone & Faxlwk Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Contact Person: Phone: Phone: Fax: r 131L"d 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 m be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management/dist " 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 FS 713. 1LIgo) Signature of Owner/Agent Date Signature of Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 UTIL: FD: Print Contractor/Agent's Name Sign o otary-State of Florid OM MDate �e-sue oF F.aRMA Kenya K. Lindsay Co fission # DD541618 Contractor/Agent i� Personally no o eS: APR 18, 2010 Produced 1D ed Tiuu dtlantic Bottding Co., lac, ENG: BLDG: �30.oa COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75123 DATE: -a�-(J BUILDING PERMIV,�iU,�'IB) COUNTY NUMBER: UNIT ADDRESS: I�LlL� TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: P. R G: _ PARCEL: SUBDIVISION: LJ TRACT: PLAT BOOK: _ PLA9 BOOK PAGE:q"9 BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: 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 $ 705.00 1 S 705.00 ROADS -COLLECTORS NORTH 0 dwl unit S 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS STATEMENT ,p RECEIVED BY: (, _ (PLEASE PRINT NAME) dwl unit 51,384.00 1 $ 1,384.00 AMOU T DUE $ 2,143.00 SIGNATURE - DATE: _`•LLL� 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********A,***'kk***•k* CITY OF SANFORD PERMIT APPLICATION Permit # :� ! — 1 LfJ� Date: June 12, 2006 Job Address: 130 WHEATFIELD CIRCLE LOT 12 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 Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,468 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 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 cenify that no work or installation has commenced prior to the issuance of a pennit and that all work will be perfonned 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 infonnation 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 pennit, 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 pennit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. U tA, 7/14/06_ Signature of Owner/Agent Date Russell Keith Summers Print Owner/ gent's Name 7/24/06 Signa4ur o otary-Sta e of Florida Date is DD0460464 _n 811012009 s u (800)412-4254? —ary Assn., inc 'Owner%Agent is _X_ Personally Known to Me or 7 7/24/06 Signature of C�ct6r/Agent Date Russell Keith Summers Print Contract Agent's Name 7/24/06 Signal .o otary-Stat of Florida Date s a.........un..... ...........r.auu� JEANNINE FULLERTON Lam' j` •�, G:mmit 000460464 _s an012009 2 �/ Assn Contmdt6r/Agent is _X_ Personally Known to Me or Produced ID q I _ Produced ID APPLICATION APPROVED BY: Bldg: y Zoning: � N 1 • Z�%• OV (Initial & Date) (Initial & Date) Special Conditions: Utilities: 1713 FD: (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : Date: JUL 2 4 2006 Job Address: /,aw W e4Tr/E4p G/A- LOT I+P' Description of Work: Single Family Residence Historic District: "Zoning: Value of Work: Permit Type: Building _ Electrical X Mechanical _ Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Harry Long Jr 4005 Maronda Way Sanford, FL 32771 State License Number: EC0000726 Fax: (407) 667-0014 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a pen -nit 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 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 permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property of the/fegairentents of Florida 2 4 2006 JUL 2 4 2006 Signature o1 OwnedAgent Date S at e of Contra or g t Date Russell Keith Summers HARRY LONG, JR EC0000726 Print Ow r/Agent's Name Print Contra or/Agent's Name JUL 2 4 2006 JUL 2 4 2006 •Notary -Sr of Florida Date Sr turc otary- rate of Florida Date e...,.•JEA?.�:INE••FULLERTOIv••••• ,� ,EF.:�,��R: r . � iv Tma JC0460^64 ' JD.alr.ou ;800)432.42b47 -+,(!,',`.��a r800)432-4254: t ary.4ssr Ire ....... Owned)Agem'l5'_X_'Pr rrsrd'nafl ,kKown to Me or Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoning: (Initial & Date) (Initial & Date) Special Conditions: Utilities: (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit #: 2 Date: JUL 2 4 7nn6 Job Address: 130 W96,4TFI64P 4/4— LOT / t% ' Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work. Permit Type: Building Electrical — Mechanical X Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of �1M PS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential ✓ Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Construction Type: VI # of Stories: _# of Dwelling Units Parcel #: Industrial Total Square Footage: I Flood Zone: X (FEMA form required for other than X) (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 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 county, and there may be additional permits required from other govemmental c Acceptance of permit is verification that I will notify the owner of the property of JUL 2 4 2006 Sig'n.,Itu ore fOWner/Agcnt Date Russell Keith`Summers Print Owner/Agent's Narne ! . 4 2006 nat of Nota -State of Florida Date ............................................r JGAN , I . _LERTOi. H DD0460464 f ;S _ " 6/10/2009 ',��"%F"' (800)432-4254: •', F�..�. Notary Assn. Inc 30wneitIXged(i's _?i ... VC.rsonal1y Known to Me or 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. of Contractor/Agent Date GARY CARMACK CAC043900 Print ContractorApent's Name L 2 4 2006 JUL 2 4 2006 SighalyiAokNotary-SI ate of Florida Date s� " JINN J{hEFt1LLERTOIv r G. .ts 000460464 i — .w (800)432-4254 Inc Contractor?Agent is _X_ Personally Known to Me or Produced ID ( _ Produced ID APPLICATION APPROVED BY: Bldg: `ning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # • Date: J U L 2 4 2006 Job Address: 115.0 �� %��� GIjAL- LOT /O� Celery Lakes 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-Resid n .al Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel # (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. r A 4 2006 JUL 2 4 2006 Signature of Owner/Agent Date Signature o ontractor/Agent Date Russell Keith Summers JULIA CREESE CFC1426702 Print Owner/Agent's Name Print Contractor/Agent's Name JUL 2 4 2006 JUL 2 4 2005 ateofFloidSiureSig ure -State of Florida Date ................................ JEANi41NE FULLERTOIv C..rr,mtJ D00460464 , - t1200y B/10/2009 (800/432.4254: rd00)432.4254 -'�a`` •, rp,••Fw .. N. Notary Assn Inc ..s ` 5...................................:... .. • -/ Assn Inc ,OwnetXAgent is _X_ Personally Known to Me or Contractor/Agent is _X_ Personally Known to Me or - _Produced ID ! j' _Produced ID �� APPLICATION APPROVED BY: Bldg: ning: Utilities: FD: (Initial & Are) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: City of Sanford "The Friendly City" M3 0 Application for EngjnE�ering Permit r.r :• This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: Check One: __ Right— !.Nay Utilization X Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNER(S)/APPLICANT: APPLICANT NAME: RUSSELL KEITH SUMMERS _ FIRM: MARONDA HOMES INC., OF FLORIDA ADDRESS: 955 KELLER RD. STE. 1500 ---- — ALTAMONTE SPRINGS, FL 32714 Date: PHONE: 407-475-9112 FAX: 407A75-9115 T. PFOJEC T LOCATION OR ADDRESS: 2. TITLE OF APPROVED DEVELOPMENT PLANS: — APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 4. PROPOSED ACTIVITY Driveway Installation t_._ .Aerial Installation L— Underground Utilities IJ Bore and Jack Open Cutting of Roadway Sidewalk Installation IOther 5. SPECIFIC DESCRIPTION: 6. EXCAVATION INFORMATION: Total Length ----------- (Feet) Number of Open Roadway Cuts -- 7. AERIAL INFORMATION: Length ----------- (Feet) Number of Poles -- ---- ---- (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT, TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS. COST, -DAMAGE. OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES. STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. ` CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION ` 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 Applicant Signature �'-�!L °' I/I�� �f Date: JUL. 2 4 �0�E9 e - OFFICIAL USE'ONLY Application No:: —--___-___— Fee: -----._--___ Date: — Reviewed: Public Works —.—__ DATE: _ — 'Utilities - - -- - - -- — - ---- ---------------- DATE: -------------- -- Approved: Engineering---------------------------•-------...--------------- DATE: ----------- ---- Eng-prmi.pat Legend of Symbols and Abbreviations: • REROD: Stool Reinforcing Rod Boundary Line Big. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency - Centerline Cale. Calculated Fnd. Found P.L Point of Intersection R Radius Right-ol•way Line C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor ----- : Overhead Utility line Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-of-way - - - - - - - - : Easement Line Cone.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section A Cuntral Angle Const.: Construction Pav 1. : Pavement P.R.C. Point of Reverse Curve S/r Septic Tank ARC Are Length Us Concrete Stab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elov. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ : With Boundary Survey: ycoP �.s-z4„94 Q.2fJ/.✓/96E /� F/os,EroE*�rs i /D'r/r/Girt �SEMGtlT E��cr "AIZI T �GA7"'T�O ' /✓B.9' 57 4G'E K e4 30 ' O.PA/n/A6Es f 3 I GOAV . 'PATIO ` I, Q,p. 00 pmoposcp C4B,e Zo.zo �I i I' .S49'3B' 5� -/47.,o. / �l o m PUNS REVIEWED CITY OF SANFORD N R�,y O F✓A7�'iQE.Q00 U. ✓W.: T.,-r. - .�';.���`� a�y:�!i`•`•�t: ��n.�YL�,.�}rt:l%'.'_^.r,F.{:.� ��.� r.. .•.^T • .ri'�^„=',.. NJ /.53.GZ',-.AriFiBcp — —' :.e..•: j..,• S B9'9B'/7 rt/ .ar-+�a.vesvo cP'.aR SFr/✓A/�. � �f,G7r�A/L 7>fB LS-249/%i �PiS GAP c s uA ` \ �So' ¢ �4'fl6/°N.aaT PA✓'T. /Z'l�.r. 95;✓;7,ff la N 4 �E.SG2/� T/Oil% ZOT /2 j CEGE/PY L4diE.5 /:i/ia.SE /fi 70 /✓%AP /N AzA r Z5i�ko.Ac ro 7 99 PveGi� 26co/eo5 OF SE/�!/.✓OGE GoudrY, FzoR�oA, CERTIFIED TO: M�RaNl �j/OM�-� y��y 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 t Section 472.027, Florida Statutes. SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND. Ft. DELTONA, FL (386) 734.7047 (386) 789.2855 .,tan E. Smith gtsteretl Land Surveyor DRAWN BY: ,SE S/�J/Tic1 REVISIONS: Certificate Number 373u CREW CHIEF: �M G�/ate/NG SCALE: DATE: cTf�n/UAeY /7 -7 WO NOT VALID UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. 4 I ♦ IL Ljaronda Homes jj AN EASILY OBSERVABLE BETTER VALUE! 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX.- 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ® CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY 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 12, 130 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. RUSSELL KEITH `SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this JUL 2 4 2006 RUSSELL KEITH SUMMERS who is personally known to me. OTAKY PUBL ..............0 .,... DD0460464 ?1 s s 8/10/2009 =oy� L- , 1.................................... .. ,,u (800)432-4254: t:otary Assn., Inc S .. by It M National Evaluation Service, Inc. ;.ii►� 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 TIONAL Phone:703/931-2187 Fax:703/931-6505 CODE COUNCIL. CODE COUNCIL,. L_ 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. NSUS CORPORATION 215 DUNAVANT DRIVE A ROCKFORD, TENNESSEE 378531a�l"D 800-264-0870 � fit nisus(cDnisus_corp.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. 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. BORA-CARE is water soluble. When fresh wood with no sealants Pretreatment is performed at a point during the construction is treated with BORA-CARE, the borate penetrates completely process when the greatest access to all wood members is through the wood member, therefore, the wood member is 00abie. f1cTypically at the dried -in stage of construction when all permitted to be cut after treatment is complete ural wood and sheathing is in place yet prior to installation ulation, mechanical systems, electrical wiring, and 4.0 INSTALLATION Of plumbing. 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. 4.3 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 Pa e 2 of 2 Report No. NER-617 5.0 IDENTIFICATION Each container of BORA-CARED Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's nametand 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: A i FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A r PROJECT NAME: COVK42B 12CL3 ADDRESS: 130 WHEATFIELD CIRCLE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. is this a worst case? Yes _ 6. Conditioned floor area (ft2) 2008 ft2 7. Glass typel and area: (Label reqd. _ by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 168.0 ft2 _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 168.0 ft2 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft b. N/A _ c. N/A _ 9. Wall types _ a. Concrete, Int Insul, Exterior R=4.1, 1180.0 ft2 _ 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 ft2 b. N/A c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Unc. AH: Garage _ Sup. R=6.0, 200.0 ft b. N/A Builder: Permitting Office: Permit Number: Jurisdiction Number: � �R 03_0 S O1- 1(0(0 Lo q ( 500 12. Cooling systems a. Central Unit Cap: 42.5 kBtu/hr _ SEER:13.00 _ b. N/A c. N/A 13. Heating systems a. Electric Heat Pump Cap: 42.5 kBtu/hr _ HSPF:7.90 _ b. N/A c. N/A 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons _ EF: 0.92 b. N/A FFICEc. _ 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 REVIEWED MZ-C-Multizone cooling, MZ-H-Multizone heating) CITY OF SANFORD Glass/Floor Area: 0.08 Total as -built points: 26544 c Total base points: 29607 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: JUL 2 4 200 I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: i DATE: Z B 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: i rreaommant glass type. ror actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLR3SB v4.0) SHE S74��0.n `�„D WE'�� FORM 60OA-2004 EnergyGauge® 4.0 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 2008.0 25.78 9317.9 Single, Clear SE 1.0 6.0 48.0 61.07 0.96 2824.3 Single, Clear SW 1.0 6.0 48.0 56.99 0.96 2633.3 Single, Clear SE 1.0 8.0 40.0 61.07 0.99 2423.8 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 731.7 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7 As -Built Total: 168.0 9245.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 1180.0 1.18 1392.4 Exterior 1180.0 1.90 2242.0 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 Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 4.80 96.0 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 2008.0 2.13 4277.0 Under Attic 19.0 2158.0 2.82 X 1.00 6085.6 Base Total: 2008.0 4277.0 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 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 2008.0 14.31 28734.5 2008.0 14.31 28734.5 EnergyGauge@) DCA Form 60OA-2004 EnergyGauge@)/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 38276.4 Summer As -Built Points: 39288.2 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 42500 btuh ,SEER/EFF(13.0) Ducts:Unc(S),Unc(R),Gar(AH),R6.0(INS) 39288 1.00 (1.09 x 1.150 x 1.00) 0.262 0.950 12238.4 38276.4 0.4266 16328.7 39288.2 1.00 1.250 0.262 0.950 12238.4 EnergyGaugeT"A DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3S13 A.0 FORM 60OA-2004 EnergyGauge® 4.0 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 2008.0 5.86 2118.0 Single, Clear SE 1.0 6.0 48.0 10.59 1.02 519.4 Single, Clear SW 1.0 6.0 48.0 11.59 1.01 562.4 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.7 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239.1 As -Built Total: 168.0 1984.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 1180.0 3.31 3899.9 Exterior 1180.0 2.00 2360.0 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 Adjacent Wood 18.0 5.90 106.2 Exterior 20.0 5.10 102.0 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 2008.0 0.64 1285.1 Under Attic 19.0 2158.0 0.87 X 1.00 1877.5 Base Total: 2008.0 1285.1 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 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 2008.0 -0.28 -562.2 2008.0 -0.28 -562.2 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 . EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5480.1 Winter As -Built Points: 8701.1 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), Unc(R),Gar(AH),R6.0 8701.1 1.000 (1.078 x 1.160 x 1.00) 0.432 0.950 4465.6 5480.1 0.6274 3438.2 8701.1 1.00 1.250 0.432 0.950 4465.6 EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 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 0.92 4 1.00 2460.00 1.00 9840.0 As -Built Total: 9840.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 16329 3438 9840 29607 1 12238 4466 9840 26544 PASS THE SO.n � a EnergyGauge•" DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 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/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier: gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. bA-ZZ U I HLK F'KL5GKIP I IVL 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 (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 I ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.5 The higher the score, the more efficient the home. ELECTRIC, , , , 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) 2008 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 fi= _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 168.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1180.0 ft2 _ 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 ft2 _ b. N/A _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: I % --O-''j/j/ I - , , Date: JUL Z 4 2006 Address of New Home: City/FL Zip: Cap: 42.5 kBtu/hr _ SEER: 13.00 Cap: 42.5 kBtu/Itr _ HSPF: 7.90 Cap: 50.0 gallons _ EF: 0.92 _ WE *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPADOE EnergyStarTmdesignation), your home may qualms for energy efciency mortgage (EEM incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. PT, _ I Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. tnergyGauge® (Version: FLR3Sv4.0) CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 12 Subdivision: CELERY LAKES PH.1A Property Address: 130 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. ❑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. f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 397 S.F. Porch(s)/Entry(s) 63 S.F. Patio(s) S.F. Conditioned structure 2,008 S.F. Total (Gross Area) 2,468S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑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 24, 2006 SIGNATURE: (By Owner or Authorized Agent) jrri li lli Il llj II 111 loon It ov 114 1111IIl11 Intl II II I III& a c 009.4 U-1nN LLCM O W J U t-. O►Z+V=fC7 LU LIJ Q f O a �00: i 0: W W 0 J O Z O Y a a a, C n a, CL a bIARI`t;ENN> rjURI_f_, 11ERK LtF CIRCUIT MIRE `•EI4114EjLE GtOM Eta <iL;1;�Ei LL E RK I 11 200&0 7 7 1.3 0101:14 M I)ECiiNDINt; FLES 10.(* 1ECL0ItDLD BY tholden NOTICE OF COIF M ENCEMENT 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 12 130 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. 1st 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 j 1/ RE -RECORDED TO REFLECT RUSSELL-KEITHPuMM Rs THE CORRECT PHASE # Maronda Homes,.lnc. of Florida Vice President - Construction to and subscribed before me this 20TH day of FEBRUARY, 2006. Public ,au•••�•JEAfJ{�;li« .••rUl_,��-rt � ��la••.. . CU0460464 00. •-"G.'�.-��J:' 2;: ._. �00r;3?sic:,:. SEND C',iV f. FLI)RIDA 8Y— EPUI Y cn v . Or Lagend of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Brg. Bearing Fic.J Field Maasured P.C.P. Permanent Control Point P.T. Point of Tangency --- : Cenledine Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Right-obway Line C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor ----- : Overhead tJtdity Line Ch Chord L.B. Licensed Business P.O.B. Point of Beginning RAN Righl•of•way - - - - - - - - Easurnerit Lure Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section G Cenral Angle Const.. Construction Pav't. Pavement P.R.C. Point of Reverse Curve S/T Septic Tank ARC Arc length Gs Concrete Stab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elovation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ : With Boundary -Survey: G.5-Z4.94- Q?A/.✓A6E / I E.Q.SrEi7E•c�T.s i l3 me 'it/o T XGA TTEO G�InK-- 'PATIO ` Go viglf T DN (4 B!�. F, r46" 201.7-0 Q / %ICx o %CAO GS-Z499• 5, o f-ASEr7:�T pop fuc. �8';�6'.C'o0� .. • ' � F✓A 7� �,QEAOO "'GAP GS-2•¢99' r .50. ce' f'�> i /s /�^P <s-2499- It; 5 B9' 3B' 7"Al fnrs0 lI - \ PUr r -,eTAO —� `� 1A. 741 11 Zt94 ;.::.<..,• 3. 89.'3B /7 fit/ AU's Aaswuvo sP. �0'Ie Z9'A6PHaLT ,SvTI;6 �6-5G2/i > 7-10A, /Ll'% I2 _ CEGE/Qy 1_.91<<.5 �Hf7.5E j LSU.BOi✓/S/ac/ ��o/20/N6' 70 /✓%Af' /N fl�1 T Z�boK 60 7 , /cf/6E_5 ,99 gA40 9.9 e'96GoRQ` OF SEM/tIOL� Cou+/rY, /�LOR/Oi%, CERI IFIED 10 M/0 de'—s SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE DELAND, FI. DELTONA, FL (386) 734-70.17 (386) 789-2855 DRAWN BY: s� REVISIONS: CREW CHIEF: SCALE: DATE: �Jf�n/UAGY �006 WO 9 /- 003g -06 I hereby certify that [his neap depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief; end that [his survey meals [he minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17.6, Florida Administrative Code, pursuant IASeclion 472.027, Florida Statutes. /� Sla � Smith Wgil lercd Land S� nificale Number 37 NOT VALID UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-ol-ways, it any, have been pro- vided to this surveyor, except as shown. No underground installations of utilities have been located, except as shown. •. Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 130 6CLO1203 12-3 WHEATFIELD ORO-6CL COVK4 LEFT 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 Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. 47 Dwgs: Layout 09/20/05 L F 11 09/16/05 Roof Loads- V 07/27/05 J1A 09/16/05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 07/27/05 J26 09/16/05 A 09/16/05 J2C 09/16/05 Al 09/16/05 J3 09/16/05 A2 09/16/05 J4 09/16/05 Total 43.Opsf A3 09/16/05 J5 09/16/05 A4 09/16/05 J6 09/16/05 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A5 09/16/05 J7 09/16/05 A6 09/16/05 V1 09/16/05 A7 09/16/05 V2 09/16/05 OFFICE PLANS REVIEWED .Ili OF SANFORD A8 09/16/05 V3 09/16/05 A9 09/16/05 V4 09/16/05 B3 09/16/05 V5 09/16/05 64 09/16/05 V6 09/16/05 65 09/16/05 V7 09/16/05 B6 09/16/05 B7 09/16/05 B8 09/16/05 B9 09/16/05 C3 09/16/05 D D1 09/16/05 09/16/05 D2 09/16/05 F 09/16/05 F 1 09/16/05 G 09/16/05 G 1 09/16/05 G2 09/16/05 G3 09/16/05 H 09/16/05 H 1 09/16/05 INV # DESC QNTY _ - �FEBA` 3 2006 DATE: 18331 THD26 18330 THD28-2 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 2 SEAT PLATES 124 40-0 \illlllllllllllllll� I �— �llr\ rl- 1VOLUME CEILING_ I 1- 1 I_ 1- 1 AN :,INS � y •. _��$ti�l�l�ll�/ MOW 3 2006 HIB-9-1',Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES m fr f BrgSDO Iblil �ofthein�tellerlbuild rbuildinacontractor.licensedcontrector. aractororerecfion contractorl fooroi.m.u.-C.GiA .unload. stare. handle. install and araro ^+erar Dials c^^^artarl s rood fnr��es to orotect life end oMpgL , The installer nust exercise the same high degree of safety awareness as withany otherstructural naterial. TPI does not intend these recommendations to be interpreted as superior .o the project Archlfect's or Engineer's designspecification for handling, installing and bracing wood trusses fora particular roof or floor. These recommendations are __­ fi o—ii.rFivP. PYnerience of leading technical personnel in the wood 411l pry x,yx Lori. d , \r .:1K �, r [ !tiy�.Gij-'.•4, a— a..�E Ltlkrp3'Z! �s S_ _ i rloin n, o TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison Wisconsin 53719 (608)B33-5900 . truss industry, but must, due to' the -nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc, expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright m by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof -must not be reproduced in any form without written permission of the nuhiisher. Printed in the United States of America. yTORAGE: i'ii�issessfionl � .ot eJ . :2.nna�{�v:� ncro>3y ~ einorFnn .esaw iic#�Licoiilcl ',;-:-:a!„._�;� 7o'jC �mYr"i�: r ��:P• ,c� +L�-_"-1.4:ttfn'..., z� •�:.i+:-: y. �w�*�}}A`17a'iFIDSJs?''�TmussEs�flred:�uer,6icaii,.:�.s'fio �ibE q T4•JL.iVyi %L�T?r"' QMgF1rY��3.w!Yy:i+.�.�.ur:�•�Kri�KY�' - fey ..i ,w rr n :q�1G1=F3±' 'nraoflret n�dlesrip"riy"�ai£wiless { TDpE ]T3cea.',DA7U 7ttB3 SfLlrifllibt113CIIe5:. -r�- .xcr+wauae ..riYdrl,&acnrnn.:.,�q.;.ya,+:� .����F��`�ltTal�cnr 9��.'�ure .sse� ic'h:are �ara� �af•� 's��%�e>ra�e� ara'�era�z3 ar�� fio>�('�%i�be:Fstr��tfyF$ pro • tbt e�I.1:J-r,\d' Frame 'ag .ine •• 60° 60° or less • or lass Approximately ru Truss spans less than 30'. Spreader Bar Toe In Spreader Bar Toe In —tt Approximately +/, to r/i truss length• Less than or equal to 60' Approximately 1/s to Vatruss length Less than or equal to 60' Toe In .J �� A tri, , ii r ,, .=a ! f t, a�t't r '•I rl• t (! i .( 7i,y�{LS � \ >•r r y f 14 t �fj�sd 7" �. .� r "Gd o 1,��� �� 0 tiros 2 li—fila - �nsil�R�1 r-r} NS)�'"•. ?� i >1 Isri �?ht�.iTs_ ��I • V• t,,.�—� �u�.:,..-t`.Z " . � r. - 4i!? 1 .5 a ')r. , i%:f'N ,+-• � p -. ry' A • 1 lf: Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight ofthe truss. Each truss should be set in proper• position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag- - Line Toe In Tag Line to ,. w•• v,•++•.Is•—'l.re ._nr uw.+..a:,mrm.: a:• G .O.t7NDrBRACII G':;BUILDII�l'GA'NTEr'3,:1OR _ r brace Tag Line Strongback/ SpreaderBar At or above mid --=height Tag Line Strongbl Spreade 10, Aooroximately i r/ito V truss length Greater than. 60' .:., r•.,�.+rae:ra++-r xt.G...sr-:. /el l..n., (1 ,.a.n..._,a.,4✓•G•::::''' �t•.n •.. ..:.: G-----_�D�E-R�ACI14G-N L��ILD•1'NM:E~XTERIOR':; 7LB Typical vertical End Wall e tischment Plan �nr sJ',: / Blocking .ti'f•,. �'� Ground Brace < .�'i]Bv I1, ' verlicals (GBV) n........1 i.- Frame z trut ttal tie member with 1 (Ht) . r'truaa of bra cup of trunae (EB) Tog Approximately Tag +/ t ss length length Line xe r --I 4 o-r greeter OF - Douglas Fir -Larch Sp - Sout ernPiine HF - Hem -Fir SPF Larch Sp - Southern Pine SPF - Spruce -Pine -Fir ���ITCHED�TRGSS� �;�; Frame 3 12 4 or greater Bottoi at eac spading as top cF'E)ru ujaq�, a. — --,- -U- ORD' C D I BRA E !SPA S 1 20 15 1 10 1 7 1 6 4 ssional engineer Sli —Douihum r-ma SPF - S;5rube-Pine-Fir All lateral braces lapped at least 2 trusses. ,HPRD7 Cross bracing repeated at each end of the building and at 20' Intervals. E PAN DRD! L BRACE T "qkD*R IM :jnQP'C r.5PALUAN :,kyog) rm a a s Up to 32' 30a 8. 16 10 Over 32' - 48'1 4 6. 6 4 Over 48'- 60' 48a 51 4 2::�� 60' Sea a registered professional engineer 'or:Over DF - Douglas Fir -Larch SP -: Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir The end diagonal brace for cantilevered trusses must be - placed on vertical Webs In line with the support. ID SS �gtTO RWLT R =SS Continuous Top Chord Lateral Braci Required 10, Top chords thstare, laterally braced can buckle togetharmnd couse collapse if there lens diago- nal bracing. Diagonal bracing should be nailed to the underside of the tap chord when purlina are attached to the topside of the top chord. End diagonals 6 stability and must be dupil.'ale both -ends of the truss system. '4x2:PAR-A L"LEE"CHORDITRUSS-:7 P,CHORD. Top chords that are laterally braced can buckle togotherand cause collapse If there iano diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlino at a attached to the topolde of the top chord. Attaqhmer Required 20,mes 0 7-, Usses 'o Sp F/Hp c. 301 or greater Continuous Top Chord Lateral Brace Required 10' or G realer Frame 5 • ;ywc M� :;.�: aw h': I�t�^ ivy `. ' li kGh9 .�: i' , . . "�'+ TO.P O , D �•C�,.,�y dl TOP CRD rJ DIVA Gl RLCC MINIMUM aw• Ma aw i �" 'T.iAL.B.'A�Ci= 44..,�. SPACINGBS k % :SPA'Pl'..c, Y't�., ; 'PITC L' to '^SPA'Cl NG(LB�)" ;,°'�>y�':re [ trusses] ''SP.lDF4�11 •SPF..MF.,I:1 U to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 6' 10 6 Over 42' - 54' 3/12 Over 54' See a registered professional DF - Douglas Fir -Larch SPF Southern vine HF - Hem -Fr P Diagonal. brace also required on end verticals. Top chords thatn,c laterally braead can buckle togetl,erand cause collopue it there is no dingo- nal bracing. Diagonal bracing ohould be nailed to the underside at the top chord when purline are attached to the topoide of tha top chord. ..M0N0'7RUS'S " PLUMB I I I Truss I Depth D(in) I 6 4 engineer G' a\ /yCa3� 5 ` ti 12 , � greeter All lateral braces lapped at least 2• trusses. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required IIIfARiSdiI C: Faltub'Yo•rA(lowf�esiefecvinmgiii afrori cou resutf in strv'ere ersolrsal ury' ar c}amAg'e trrwilsses:or tiull'i�igs, jk-A►ttATION',TDLER�A►A1+9`C S BOW 12" 1 /4" 1 24" 2" 2' 36" 3/4" 3' 48' 1. 4, 5' 6'" C60"I" 7' 9' Lesser of D/50 or 2" —i—A 'A-ii Maximum �— Plumb Misplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. I T ±14, 1 T t'/." Length L(in) ......................................................................................... Lesser of U200 or 2" • L(in) L(in) — 50" 4" 1 4.2' 100" 2" 1 8.3' I SW 3/4" 12.5' Lesser of U200 or 2" 41. IT 11Y'. i •: .. . 200" 1" 16.7' 250" 1-114" 20.8' 300" 1-1 /2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES, . ...t f.y..�,. v. M1�.,.,:nY,M.--.�rtt;�iy�•-1TT-. :-"IT.!f:..��.�rn.•a�... -::.. lira) x. s:!V:'":RlTlb•,1et4.."`•lYacJ�e-, , �-f-w....y,.�o�•�,�'^D'-•i..�: ri w i .P,. a V3 � �,�.i�q 1i' ..v.....eSJ.t�y'•. 'i r'f!L ,`. IN1'al'��'l'� ���.. t`: ��•'.'I!►�a±;.eU„_.s.`r:' -r ^lL:k�,•�•�;.:.rytl;:;i'C i.:.`,`-y.c -:_s•.+. .i;r..+aG...: _ ,ry r,-. _ r~_i f.mt�tL, _.::E.. _ a.'s. Frame 6 MAPIONDA 6'i'6 MS 4005Maronda Way. Date: March S, 2003 To: Building Department' From: Maronda Systems Tomas Ponce Professional Engineer State of Florida ##0050068 Subject: Valley Trusses Sanford, FL 3277I (407) 321-0064 . Far (407) 321-3913 All valleyatrusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans- All criteria of the valley trusses are noted on the general sheet If you have any questions please feel free to can at 407-321-0064. Ferely, ���11tt66.1111HU1,01 Tom Ponce, P.E. P 0 Date: 3� S�o3 .�` FO)`...._. /fir, �4r/ r tR v No. 0090059 .� STATE Ch= RID ! �O N A E \ x..99i{ Job: MARONDA SYSTEMS Customer: WO:VALLEY SST TI : V' Qty:l :DESIGN INFORMATION I his dcvp 6 On m id ndiAd.bnTd6g rmeyonem and lur been based on Won au . prmierd by be dkol Tin desiper di-Jann any raayooribaity o" dm.l.s es . rash of ldh7 m bmcm lomrmadao. w-j dim srd/m dates ff� m r6e aria dmpa by sad the enaeemm m seca7 of Wb blbmdon a h m.y rdste to . spaifie prgrtl sod seeepo on responsibility m uoe6es on avbol wtrh r�•diaarss S febrinooa h_&i.& mere ens --iio. k This a.n has been desipd a an iodvided "Udbg rompoorm in eccmdsese with ANSVM I-I"S and NDS-97 m be le —Posted o Pa"'h' b.ildb/ d<dp by. BsDdi•x Designer ("Zinerd achitds or Mfiessiond C gf oea). wbm reviewer! lb .ppmvd by Ne b.'Id'mg simper• the chip b.dep sIn mist be 5 chsbed m be we An the dna sbo m b Wry n with the but WOOS dM busmen am enrods rrid� wind m ten. mods• prod- � has om been dmpd •. rpplid bads Udm down rm moral. or --P—, Ids The deep ass.mn empreme, Chards (mop Or b.onm) ne cnmb®ady brad by shuthi.9-1w ofaw6e q'sifid. Wbae bott.m dhmds in tension .ra om raDy broad homily by s MMl1 Wokd rigid ceiling. mcy sboem be braid st . '.� msdo n . gnci g of tin w — C.onamr Pines d-O be '• mmoereed Dom 2v pop bon dipped 6dveni E ncd m.dbg AM A 651 Grd. 406 ml.m other -is sbora FABRICATION NOTES Prim to Gbricdion, the fdnie.mr &11 mim this d—Ing m .airy that this drswbg is b mdbrmenu wits r ,Gt the ldsan enmnii d r- . cc-d-10g c.lor. d rdponnidlity 1b seen erifirmim AM dtsncp.sln ve p444� m be pot to wddOg beNre Wing Or Gbricad— Plates i• dish no, be iondld ova kDoWe . mots m d!sMd ol in, dgM fining wood to wood 55 brdn Merges ftg 3 pan da be' m both 6m d ft � „IC " hAnddd sad ddi be sym oboe K the jobn ®ins atbrrw6e shmeo' A do4 pine Is S' wide s tE 4' rung. A 6.g pins is 6' wide . s' moo} Sind (bola) mn pedid to the piste Iangrb spaifim Doable cots on web m®ben a>t>fl nicer n the centroid orthe wehs miss othawtse sbowo. Common p1d. elan R somimam ,ram based on 0e fmca ft— end msy and to be i b,erusd On eavu bombe mdrar nod"O .tans. , d This ass 1,.0 m be hbrkad with His readam Curd i I.mba mlw mherwise dto— Fen •ddtd-d iaibrm.d. m Q.dia Camel mra b ANSVIPt i 1.1993 I PRECAUTIONARY NOTES All batag and amnion ra®e'dnb o a. m be ioDowd I. acordense witb'HanmIn& 1nMUB* end. Brain;'. IDB-91. Tresses ere to be emend with p.nkWn — dmbg bonding ad WWII.& ddi—y and Wodinim m ..vid d—ge T®pmwy sad Pcmanem . br•cbg or bobfog sasses b . nr.ight sad pt.mb Ppodnioa end @r rtsstbg Ideal fm a shill be draped and bensild by mhos. onset banmbg 6 --" and nealoo baring 6 d—r soistod Nmtnd psass"finro7 . anon lbr arms rcgaires sack tempre..y brain{ dnrbs hmdlstlnn bdwcan nrsses m ..aid toppibg .oil domboing. The s.pavision ofaation oraassa sh.Dbe coda d.e conaol of pmvns espeimcd in the P be if-onofbasso.mdr � Vd � oed. Conamntbn de: snip ends da0 run be qo d to tnssa a ••f riot No ends other then the wdghl of the anon shell be .ppfld to toes emB oCn .D antsmd endbrat/ Is ' TOP CHOR07-2X 5"2 BOT CHORDS: 2X4 SP 92 WEBS: 2X4 SP 93 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. VARIES UP TO 1112 DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28-0.0 0-0-4 3x8 2x4• OF -WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF --TI— THE SAME DIMENSION AND GRADE AS WEB; NAILED II TO FACE (S) OF WEB WITH 10d NAILS STAGGERED VALLEY 6' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND FOR 90% OF WEB LENGTH..2X6 BRACE REQUIRED ON ANY WEB EXCEEDING 14'. ' 'coMMoN VALLEY - denotes ONE edge or.one face •••• denotes BOTH edges or Both faces. (1) ONE BRACE REQUIRED ON WEBS > = 94.0' LONG ' (2) TWO BRACES REQ'D ON WEBS >=126.0' LONG. VALLEY TRUSSES ARE ACCEPTABLE TO BE MONOVALLEY CANTILEVERED UP TO TWO FEET. — taiianrieletnuuer 1 YALLET 16UBBEe• TP.I IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL i 2x4 t 2x4 OR Sx8' OR 3x6 .. (�) WHEN DIGAONAL WEB PRESENT USE 4X5 PLATE . Q) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE - 4x8 A.B •4xe 2x4 . 20 • 20 WO 3x6 OR 3x6 •4x6 OR • 20 VALLEY MEMBERS AT -24' D.C. (TYP) dx0 VARIES . 2x4 12 2x4 3x6 20 : 2x4 axe OR 2X4 '4x6 MAX 8.0.0 O.C. (TYP) MAX 6.0.O.O.C. (TYP) MAX TRUSS SPACING BELOW a 46. O.C. SPANS UP TO 60.0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANMTPI .1-1995 WARNING: READ ALL NOTEA ON THZS SHEET. A COPI OF THIS DRANINO TO BE GZYIIT TO ERECTING CONTRACTOR. BRACING WARNING. L 1Coild� systems B_,48a_onrids6 oa6m.rmimb.ainsededbndaapon.IbW gOr&dWbaf.gwhkbIs.pmOf me bobfi t dmmom be and t" mobe considad by Use Wid'md desipaT . W-1.6 res 61b In— oppmn of.aa esembn only m I.dnc. bmtlbg loph. Provisions .rust be made m anchor load dig a ends.nd apoci&d lomic m ddamind by the b.admg designer. Additional k=iog of the ma.0 smcmne may be rognned (See Ill" 1 of TPRFor spmific rains, baring rcgd.®mom t .la s building dcdpd•lTrsm no, 1R01m1e, TPI 6 bard n SIT 4005 MARONDA WAY D•on.e;oOrimM,d6.awit 33714 Batiford, FL. 32771 (407) 321-0064 Fox (407) 321-"IL3 TOMAS PONCE P.E. LICENSE 00050060 IM5 VANNESSA DR. OVIEDO FL 32766 Deeign: Katri.X Anelyeie Profile Path: C:\TSE-IOK\Work\Jobe\MARONDA SYSTEMS\VT.prx IIUPPORTING TRUSSES W-T' TUF) II,, .�'. S (TYP.) ALLEY AREA SUPPORTING TRUSS VALLEY TRUSSES (TYRI COMMON OR GIRDER COMMON TRUSSES (TYP.) &VALLEY STRAPPING TO TRUS$ BELQYY' 9 4' D.C. :. Cont. Support Eng Job: Dwg: Degnr:TLY Chk: TC Live 16.0 TC Dead 7..0 BC Live 10.0 BC Dead 2.0 - Studs A. 6-0-0 O.C. pof pof pof Pef WOe•VALLEY SST TI: V. 7/27/2005 Lbr DF: 1.25 P1t DF:'1.25 O.C.: 2- .O- 0. TPI-02/FBC-04 Codes FLA v4.7.21-4355 Job: MARONDA SYSTEMS Customer: WO:HIPDETAIL 1.1 :nir DESIGN INFORMATION rbi. d sip,a -.e 69.id.d b" tin.nmp_"$ .d hn been based an IdMvo doo 3Rro!'bkd dn n The desiV-disc,'®.aeyrerym- b rerun of hilly es �urta a MlhrmatM4 ryai6ratiom ,new design rmnim-d to Ae no desigta 67 the dAiem . stet me earetosm m ct.ru7 of cob Mrorm.uoo u oar rant m . tyai6c proj W .td amcpv m rapsmvibBi4 0, esncoy co mostml vim rcgsrd to fmrie.tMo. ttcsonmg. sbipmm Led imadl.tc- of trines, '1 This Ism ben btm essipod n m hah.ifar b.ldi.9 cnmpoaem M ccordence with ANSV7fl "Sad L tR1s97 m be h,mrpasid n pros of mu bond,-{ desire 1by s B.t'tdmg omga: (repamd oehited or . -s-fessio-al t- 4 �m revi ma LPP°eLt 67 0. b.Bslrog der)g-er. m<des,p 1o.dhsp e�em :h.kod m be smL dos me daa �uw. eL gr t vim me laal b.ndm{ codes. WA enmade r¢erds lhr _ •tail m mow Malt pmlecs sp¢ineatmsn a ry�d -pplid Malt Was sho� ss bo The desk �� for et.T a ocesrymry c'.." .ism clam (cop or bottssm) a. 8esa P Lsed by mesmhg ®lm otherwnL sue( hotmm ehmde is t®o- trt o0os PonrabsmN bete Mse� tlb: pmpalr .ppli d rldd mThtg. cote tw than be usahn-os ed 5 of gee but dipped P mid ssed :. wenslMmd germ ]0 gafi .. m.etIDg ASTM A 653. Grsde 44 idm ttthawise shaver . FABRICATION NOTES mar to (bbsied o L the oMicdm ,ban r.,k- Ibis dr..l-d m .airy con cob e�-me a so conrinmen wiib the fabriesmfa plam,td set resli,e . emdnel-a r.syOanbDiq' Ibr msth.eriOcatMo. d inna'rz m b. pm M writing bemre cottMg be j­u or distonod grsla aMaobc+. than beIdM nvl-S wad yaAod- Caearaor sbaV b: Mot A m bah to wood Gm.l . �;he Ism w,m cons 6dh It sod shin be or- -boil 'se joEm.osm om.rwis, shove. A Sas p1st, b S• wide a .' 4• Mug, A 6.8 plde B 6' wide . tf6� Do. LbI Sloss (C.baa- m- psrancl m me plat. le -gm ryes webs -.b msmtber. = meet a the rt �orthewebs -Ulm amen ise dmwa motor Pt situ b..d ere me r,om mowm sod ..y oesd to be itsor....d IM seas'- hassdli-6 aaWw —d- mma- This am is 00or to be rmt;<.td with Poe rd-daos nestForAdWoosl ed lumber mlm a." seta toAN51/iP1 = mfarmadm oo Qo,fd 4 t-1993 PRECAUTIONARY NOTES. be AB brxi-e cos acd�- r�-aaat;a-. rwiewed In srxada-c, grim •e,-AMd. Mstdlioa ad i Brsems . HlB.91. Tresses .oe M be hmdld sbjiray sod pasdossla sae, deg bs-dh4T®pw" sod pammmt b,seifm to ..nail QstmagcM . md�t .oil plstmb l Mse .11 roe hoWmg w..e-L pasidoo sod mr reanhtg ,steed force fbdt b, dsspid sod hoosiled by others C-fu, b.odll-6 Is .r.edid s-d aedM- bradeg 1,d fs sagdor . Nor®' 9rLLtO'M i sesMo IM Is.tses rWulses.6 ttreporery b.- dmmg bsnanl bdwcco asses m a.oid toMiog � domi.oi-6. The mper.lsmo satin- or Is.sse mall be coda me cm-oi err perms c-p—d M me -menthe ortr-vss. P4-rmi-ad deic, than be mo6M n if vended Cstne�tr.tMo oscoes-eerMe �a Peter Iles- me sks,gn M,y .hall m be gglid m tamer a L-y dose' G Ne Mack Oma min m, wilts- 0(me sealer. �dl bL Mll to "1.10.1%a.0 6»®i sod baacmg i. HIP GIRDER. 2x BLOCKING. ADDED TO TOP CHORD OF 'STEP HIP TRUSSES TO .SHORTEN OSB NOT -. TO ' ExCEED 24"O.C. - - - TO BE ' NAILED. TO TRUSSES W/ > . 12" -ON .CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING WARNING: Eng Job: READ ALL NOTE9 ON THIS SHEET. A COPY 01 TRI9 ORAHING TO BE GIVEN TO Ding: - M f Q ERECTING CONTRACTOR. BRACING NARNINO r or mdlu -j wAkE spot of JA •arosida Syst, cos 8 • ,hrtaerLdlo-bnds,tw4dbr>d�Pocs.tiond in De r:,TLY Chk: m, banding drops and .8ich most M ter-sidacd b1 mL boildm{ drsi�er- &acmj mow is mr late-, soppmt or wen membm surly m nduee bsekli-g 25dL Porirlom men be ends m ,ttehor (deed Mating d ends sod sgxa6d TC Live 15 . (1 B f b cxd= daami-d by me boMing dmgoa. Addidocud bns�g -f me o.aall saosM may be rat and. (Sin HIB-91 p of TPRFa spoei8e Ism bnei-+ r.gniraoeedt mosses bmldmg desgoa.(ima Plae hmimte. TTI B Mead n SU Tlr' Dead 7 . 0 - pa f 4005MARONDA WAY pOppyipOd.4madimW am53714 BC Live 10.0 paf Sanford, FL 32771 (407) 3=-0064 Fern (407) 321-3913 BC Dead 2.0 paf TOMAS PONCE P.E. LICENSE K0050069 TOTAL 35.0 psf 1DOS YANNESSA DR. OVIEDO FL 32766 - - - Designs Matrix Analysis Profile Path: Cs\TER-L0R\Mork\Jobe\MAR0NDA SY9TB2S8\VT.pnc ' NO: HIPDHTAIL TI:. HIP 7/27/2005 Lb; DF: 1.25 Plt DF:•1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Codes FLA Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:A Qty:5 '' DESIGN INFORMATION This design is for an individual building component ad ho been based n information pm-ided by the diem. The designer ducliims my responsibility for damages a a =it of faulty a ia<mrect information. spec(ficatiom endleu design famished to the trues designer by the client and the correctness or accmacy of this iolbrmatioo a it may relate to a specific project and aeeepu no responn'bBiry aaw on excicontrol with regaed to fabrication, handling shipment and imullnioo of truss. Tbis trues has been dcsigued a an mdivimal building component in -cordarce with ANSVTPI 1.2002 and NDS-02 to be incorporated a pan of the building design by a Building Designer (registered architect or prefenumal eogaucy . when reviewed for approval by the building designer. the design loadings shown mat be checked to be sure that the data mown are in agreement with the local building code local climatic records for wind or mow beds, project specifcatimn Or special .pplied loads. Unless shun. am has not been designed far aumage or occupancy loads. The design tctnma cues ion chords (top or bottom) are continuously braced by sheathing t dess otherwise specified. Where bo0um chords in tensmo are out Polly braced Laterally by a properly applied rigid ceiiwg, they should be braced a. maximum spacing of I0'-0' o.c. Connector plan shall be manfutured from 20 gauge hot dipped gal.aniecd sled mating ASTM A 653, Gads 40, unless otherwise shoaat. FABRICATION NOTES him to fabrxaumr, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be pat in writing beforo cutting or fabrication. Plata shall am be installed over katwhole knots or distorted gain. Members shall be cm for tight fitting woad to wood hearing Connector plates sball be bated oo both Goes of the trust with Nils fully imbedded and shall be sym. about the joint unless otherwise show.. A 50 plate is 5' wide x 4' long A 6.8 plate is 6' wide . 8' long. Slots (hula) ran parallel to the plate length specified. Double cou on web members mall mat to the ceraoid of the webs unlm otherwise mow.. Corrector plate tires are minimum sizes based on the foma mow and may need to be increased for certain handling and/or satin amazes. This wa is not to be r bricaid with fire retardant trcaed lumber mica otherwise mow.. For additional information on Quality Control afer to ANSErM 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be follo..d in accordance with'Handling tavatling and Bracing', W11.91. Trussesaretobe hadled with pa„icular etm during baling ad brmdhng ddi%vy and insullatin m avoid damage. Temporary and permanent bracing for holding masses in a straight and pivmb position and for resisting lateral forces mill be designed and ins alld by ohm. CarePol handling is essential and simian bracing is always required. Normal precautionary Khoo for mosses requires such temporary bracing daring tasullain between tastes to avoid toppling and dominoing. The mpemsion orerectin of trmtet [ballbe under the control of paean experienced in the installation ortmsset. Pmfeanomd advice mall be sought if nadeel Conannatin of co g..tfon toned grata than the design load: mall rat be applied to estates at any time. No loads other than the aught of the aectorf shall be applied to tmssa until after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 8- 9,7- 8,6- 7 WB: 2x 4 SP #3 2x 4 SP #2 2- 8,4- 8,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MAE. REACTIONS PER BEARING LOCATION ----- --hoc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1761 0 -819 B Pin 39- 8- 0 1 1761 0 -819 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5232 0.52 A 10- 9 4756 0.78 2- 3 -3714 0.51 A 9- 8 4750 0.89 3- 4 -3714 0.51 A 8- 7 4748 0.86 4- 5 -5231 0.52 A 7- 6 4755 1.00 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.53/876-1.04/444 7-8 Horiz. 0.34 0.66 NA Max DL Deflection L/901 . -0.51 Long term deflection factor . 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-02, CBC, 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 Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule. Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 blabs Brace Pt Joint to Joint 1/2 2- 8,4- 8 Bracing shown is for visual purposes only. ®184 continuous lateral bracing attached with 2- lid nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. .............. . .. .........Joint Locations ............. 1)0- 0- 0 5) 40- 0- 0 9) 10- 6-14 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 5- 2 4) 29- 5- 2 8) 20- 0- 0 _ In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for Joint(s)- 3 FORCES (lb) - Max Compreaeion/Max Tension TOP CHORD 1-2.-5232/2045,2-3.-3714/1493, 3-4.-3714/1493,4-5.-5231/2045, HOT CHORD 10-9.-1723/4756,9-8.-1711/4750, 8-7.-1711/4748,7-6.-1723/4755, Webs 9-2.0/334,2-8.-1325/702, 8-3.-880/2801,8-4.-1324/702,4-7.0/335, .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 9- 2 334 0.11 C 8- 4 -1324 0.95 2- 8 -1325 0.85 C 4- 7 335 0.11 8- 3 2801 0.90 C 20-0-0 20-0-0 1 2 3 4 5 6.00 6x8 Face = 0- 2- 8 3.00 0-8-0 1761'''" N 14 2- 6 2fl- 0- 0 COSMETIC PLATES'(2)3x6"(12)2x4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BB GIVRN To ERSCPING CONTRACTOR. BRACING WARNING: Maronda Systems B>a�ahownn°�*�°��°°°�°�w;��ing�albr��m°�aoradngw h°a�uss the hoilaing design ens wlsich mesa be considered by tho hoildiog eatgtrer. Bracing shosro it for lateral support of fives members only to reduce buckling length. Provisions must be made to anchor lateral bating at en& and tpecifned locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec MB•91 of TPI).rw specific tact bracing requirements, contact baking designa.(Tma Pau Institate. TPI is bead at 583 4005 MARONDA WAY DOnOb Drive. Madison. Wisconsin 53719) Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Madalim FL ttaruotit, FL 32764 -6.00 20-0-0 10-6-6 0-6-6 Face = 0- 2- 8 O - 0 1761# 8.00" 9) Scale = 0.1539 Sag Job: WO: COVX4 Dwg: TI: A Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rrosiie rain: wt,s.ya,v Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A1 Qty:2 -' DESIGN INFORMATION This design if lhr an individual building compoacm and has been band on mfmmaeioo prmidod by the diem. The designer disclaims any responsibility for damages a a «10,11 of faulty or incorrect mrb m u;'_ speeircnitns aallor designs famished to the men designer by the cline and the correctness or aceoracy of this information a it may relate to ■ specific project ad accepts co responsibility or exercise on control with regard to fabrication, handling, shipment ad innallatim of hoses. This train bas been designed a - individual building compootm in accordance with ANSUTPi 1-2002 and NDS42 to be incorporated a pan of the building design by ■ Building Designer (registered architect or profesimal engines). When reviewed for appoval by the building designer. the design loadings shown man be checked in be sure that the data shown are in agreement with the local building coda. local climaic records (or wind or mow bads, project specifications or special applid bads Unless stow , tma has not been designed for storage or occupancy bads. The design amines empre s= chords (top or bovom) are cmtmomsly braced by cheathiug unless otherwise specifncal. Where bottom chords in tension are rut fully braced laterally by a properly applied rigid cram& they should be braced at a maximum spacing of 117-W o.e. Connector Plata dull be mamfacmred from 20 gauge but dipped gal -diced oat mating ASTM A 653. Grade A unless otherwise shown. FABRICATION NOTES Prior to rubrication, the fsh icatur shag review this drawing to verify that this drawing is in conrormsoce with the fabricator's plans and to realize a cmimivg rapmdbility far such verifcasim. Any discrepancies are to be pat in writing before crating or fabrication Plates dull rot be installed ova kinoduoics, knits or distorted grain. Members shall be all for right fitting woad to wood bearing. Connor plain shall be bated m both faces of the cos with nails ft::13 imbedded and shall be sym about the joint unless otherwise show. A 5a4 plate is 5' wide a V long. A 60 plate is W wide x 8' bug. Sbu (bola) ran parallel to the plate length specified. Double cuts on web members dull meet at the centroid of the webs mess otherwise dawn Coinoector plate sizes ate minim= sins baud on the fortes draw and may need to be iacrcased for certain handling andlor erection stresses. This truss ism to be fibricatd with lure rNrdam treated lumber unless otherwise drown. For additional information ou Quality Control "fa to ANSVrPI 1-2002 PRECAUTIONARY NOTES All bating and satins recommendations arc to be followed in accordance with'Wdliing, anstalling and Bracing'. H18-91. Trvssa arc in be hammed with pimsech r are dating banding and btmdEng, dclnay and imullatim to avoid damage Temporary and pammm bracing for holding wan in a ansight and plumb position and fro resisting latent fortes dull be designed .ad installed by others. Careful handling is essential and ereubn baring is always required. Norval precautionary action for tmssa mryire, such temporary bracing datng installation between truss to avid toppling and domiming. The mpavisim of satin of truss due be ads the comml orprsmm apaienced in the installation of rasa. Rofasioaal &icc shag be soughl if needed. Concentration ofwtWnrtion loads greater thin the design Inds shall not be aMt(ed to musses; a any time. No loads other than the weight of the erectors shall be applied to trusses mil after all forming and bracing a TC: 2x 6 SP 02 BCr 2x 6 SP #1 D 2x 6 SP #2 8- 9,7- 8,6- 7 WB: 2x 4 SP #3 2x 4 SP #2 2- 8,4- 8,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1761 0 -819 B Pin 39- 8- 0 1 1761 0 -819 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCH..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5232 0.52 A 10- 9 4756 0.78 2- 3 -3714 0.51 A 9- 8 4750 0.89 3- 4 -3714 0.51 A 8- 7 4748 0.86 4- 5 -5231 0.52 A 7- 6 4755 1.00 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.53/876-1.04/444 7-8 Horiz. 0.34 0.66 NA Max DL Deflection L/901 . -0.51 Long term deflection factor . 1.50 0-0 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-02, CaC, V. 125mph, H. 15.0 ft, i. 1.00, Exp.Cat. S, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 Webs Brace Pt Joint to Joint 1/2 2- 8,4- 8 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. 6. 00 6x8 10- 7-12 0-6-6 3.00 Face =0-2-8 0-8-0 r 14- 2- 6 1761' 20-0-0 COSMETIC PLATES'(2)3X6'(16)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO CMa:ronda Systems BRBng sbm COthis dmi gis BRACING NARKING: Bracing shown w this dousing is rot ercetioin bracing, wind Waring, portal bracing w similar bearing which is ■ put of the building design and which must be considered by the building dedgtta. Racing shown is fro lateral support of cross mmbers only to reduce buckling length Provisions must be made to anchor lateral bracing in ads and specifid locations dete mined by the building designer. Additi- bracing of the overall mixture may be required. (See IDII-91 of TPI).Fw specific mass bracing requirements. contact building designa.(Trass Plate loatmte. TPI is boated at 593 4005 MARONDA WAY D'000EioDtimMadimaWisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00005OD68 307 MedsNon FL Ctritfotae FL 32704 .............. ... Joint Locations ............ . 1) 0- 0 5) 40- 0- 0 9) 10- 6-14 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 5- 2 4) 29- 5- 2 8) 20- 0- 0 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 3 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5232/2045,2-3.-3714/1493, 3-4.-3714/1493,4-5.-5231/2045, HOT CHORD 10-9.-1723/4756,9-8.-1711/4750, 8-7.-1711/4748,7-6.-1723/4755, Webs 9-2.0/334,2-8.-1325/702, 8-3.-880/2801,8-4.-1324/702,4-7.0/335, .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 9- 2 334 0.11 C 8- 4 -1324 0.85 2- 8 -1325 0.85 C 4- 7 335 0.11 8- 3 2801 0.90 C 20-0-0 6.00 10-6-6 0-6-6 f Face =0-2-8 0.8-0 1761# 8.00" 9) Scale = 0.1539 Eng Job: WO: COVR4 Dwg: TI: Al Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DP: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rrvasaa - --se- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A2 Qty:2 -1 DESIGN INFORMATION Tbis design is for an individual building component and has been based on inform lion prm,&d by the diem. The design. diselaims soy responsibility for damages as a result of faulty or immaect inmrmatme. specifications and/or designs fvroimed to the sdesign by desigby the client and the aineemm or accuracy of this information as it may reline to a specific project and accepts - responsibility or ataises no control with regard to fabricatim ha,ming, shipment and installation of insists. This net has been designed a - indi W-A building component in aamdsoce with ANSVfPI 1-2002 and NDS-02 to be iowported as pan of the building design by a Building Design (registered archit.r or prafessional engim er). Wben reviewed fee approval by the building designer. the design loadings showy mast be ebeeked to be sure that the data showy are in agreemm with the local building codes bW climatic ram I for wind in snow bads. project specifications Co special applied loads Unless shown ttvss has our been designed ibr storage or acapancy loads. The design assumes compression chords (mp in bottom) are continuously braced by sheathing colas otherwise specified. Where banom chords in tension are not fully braced laterally by a properly applied rigid ceiling• they should be braced at ■ mntimvm spacing of 1 V-0' o.c. Cooa.tm plaza saa8 be manufactured from 20 gang, but dipped ge-rizod aed meeting ASTM A 653. Grade 40. exam otherwise shoaa FABRICATION NOTES Prier to Gbricamm, the fabricator shall rev row this drawing to verify test this drawing is in con mineaCe with the fabricators plans and to real; m a continuing responu'biliry Cm race verification. Any discrepancies use to be put in miting before tuning in fabrication. Rates abed not be installed ova knotholes tuns in diaoned grafo. Meruben shall be M for tight filling w*W to wood bearing. Cintmerin plate shall be located on bath face of the lines 4ith Nils fully imbedded and shill be tyre about the join elm otherwise shown A 5s4 plate is 5' wide a V long. A 6a8 plate is 6' wide a 8' long. Shins (bola) ma pareld to the plate I=gth specified. Double cuts ce web members shall mat at the cenboid of the webs exam otherwise mown Conueetor plate sins are minimum size based on the forces show and may need to be .-eased fin certain handling a.&. eeasom sarmes. Tbn trust is cot to be Gbricated with fire retsrda a treated lumber unless otherwise mown. For additional intmmstion on Quality Control refer to ANSVTPI 1.2002 PRECAUTIONARY NOTES cut bracing and esciLinit recommendations arc to be followed in accordance with'Hamling [candling and Bracing% H1&91. Testes are to be handled with particular are during banding and bundling. delhety And installation to avoid damage. Temporary and permanent bracing fin bolding wsw in a m-ight and plumb position and for resisting lateral farce mall be designed and installed by others. Cascfhl handling is essential and action bracing is always required. Normal prmmioninr action for trusses requires such temporary bracing during installation baween uaao to avoid toppling and dominoing. The mpavision of eaecaice oftrussessball be under the control of persons experienced in the maanation of tresses Professional advice shall be sought if corded. C000mtm um of oonaructen loads gnater than the design lends md1 not be applied to uusQs at any time. No toads other tb= the aeight of the tzecton shall be applied to cusses until after dl fastening and bracing is TC: 2x 6 SP ®2 BC: 2x 6 SP #1 D 2x 6 SP #2 8- 9,7- 8 WE, 2x 4 SP #3 2x 4 SP #2 2- 8,4- 8,0- 0 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1761 0 -819 B Pin 39- 8- 0 1 1761 0 -819 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCB..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 -5232 0.52 A 10- 9 4756 0.78 2- 3 -3714 0.51 A 9- 8 4750 0.89 3- 4 -3714 0.51 A 8- 7 4750 0.86 4- 5 -5232 0.52 A 7- 6 4756 0.76 --------GLOBAL MAX DEFLECTIONS--------- LL TL 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 10- 7-12 0-6-6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-02, CeC, 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, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.0" 29-11- 0 39- 4- 0 Webs Brace Pt Joint to Joint 1/2 2- 8,4- 8 Bracing shown is for visual purposes only. lx4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. ..I;..;. .;..; -Joint Locations ............... 1) 0-•0••0 5) 40- 0- 0 9) 10- 6-14 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 5- 2 4) 29- 5- 2 e) 20- 0- 0 in -Plant Quality Assurance with Cq• 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 3 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5232/2045,2-3.-3714/1493, 3-4.-3714/1493,4-5.-5232/2045, HOT CHORD 10-9.-1723/4756,9-8.-1711/4750, 8-7.-1711/4750,7-6.-1723/4756, Webs 9-2.0/334,2-8.-1326/702, 8-3.-881/2802,8-4.-1325/702,4-7.0/334, .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 9- 2 334 0.11 C 8- 4 -1325 0.85 2- 8 -1326 0.85 C 4- 7 334 0.11 8- 3 2802 0.90 C 20-0-0 20-0-0 1 2 3 4 5 6.00 -6.00 3.00 6x8 -3.00 10-6-6 0-6-6 Face = 0- 2- 8 0- 8-0 0-8-0 14- 2- 6 10-1-0 .00" 1761 20-0-0 20- 0- 0 04" 10 401 0 6 0-40,,8 COSMETIC PLATES T'i�ff3XV(24)2x4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANINO TO B8 GIVSN TO ERECTING CONTRACTOR. BRALTNO NARNINC: Maronda Systems Eradngs6ownnu �ibEma` i'demd °indb�ng po�B:xingsh isforangw�h�a�uss the building design and where nova be covsidaed by the buildity designer. Bracing mow is for Instal svplatn of bin members only to reduce building length. Provisions must be made to anchor Is" bracing at ends and specified bat)om denommed by the building designs. Additional bracing of the overall swemre may be regard. (Sec I113-91 of TPI).For specific bust bracing requirements , contact baimi, detigoa-Una Plate [nstitut4 TPI is brined in 583 4005 MARONDA WAY D'Oonfrio Drive, Madison Wisconsin 53719) Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 267 Medslim FL Chukaata4 FL 22766 9) Scale = 0.1532 Eng Job: WO: COVR4 Dwg: TI: A2 Dsgnr:TLY Chk: 9/16/2005 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 paf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis erouae races: a.r �aaa-wn�.�,ant•,..u. t.v.•.. ter.... �•..,..,.. .. . -.a.-^ Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:A3 Qty:l .I (DESIGN INFORMATION Tbu design is for - iudividnal building component and has been based cm information provided by the client. The desigoer disclaims any responsibility for damages a a rault of faulty or incorrect information. specifications and/or designs furnished to the trust desiper by the client and the corramea or acemacy of this information a it may relate to ■ specific project and -CPU no responsibility a "acisa W Control with regard to fabrication. hurdlin& shipment and imtaltwion of musses. This trues bat ben designed a an individual building component in accordance with ANSVTPI 1.2002 and NDS-02 to be incorporated a pal of the building design by a Building Designer (registered architect or pofcmooal argxer} Wbar revin'd for approval by the building designer. the design loadings shown must be checked to be sure that the data shown axe in agreemart with the local building coda local climatic records for vei.d or stow bads pmjea specifications or special applied loads. Union shown. Cron has our bear designed M storage or occupancy bads. The design ass®a compression chords (top or bottom) use cry braced by sheathing oulaa otherwise specified. Wberc bottom cbords in tension ae our fully braced 'am ly by a properly applied!rigid ceiling they should be braced at a maximum spacing of 10-0' o.c. Connector plaza shall be msonfxmred form 20 gauge but dipped galvanized aed mating ASTM A 653, Cradle 44 anlass otherwise shown FABRICATION NOTES Prim to fabricatim the fabricator shall renew this drawing to verily that this drsaimg is in coullnut , with the fabricuols plan and to realize a comiaming raponsibility for Pscb verification. Amy discrepancies ate to be pot in writing before coming or fabrication. Plain dull rut be installed over knotholes konts or dinmred grain. Members shall be am for tight fitting weal to wood baring. Connector plates shall be looted m bah has of the trues with nail: fully imbedded and shall be gm. about the joint unless otherwise shawv. A 5x4 pule is 5' wide a C long. A 6a8 plate is 6' wide a 8' long. Sloe (bola) run parallel to the plate Icogb specified. Double cuts on web members shall meet a the centmid of the rem udess othawise drown. Conooebr plate lives ate minimum sizes based m the forces sbown and may need m be increased for certain hanming arum aectim sttessa This truss is not to be fabricated with the raardam treated lumber unless otherwise showy. for additional information on Quality Control refer to ANSMI I.= PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in eccord=c with'Nandling. lmwling and Bracing. tDB-91. Trusses arc to be marled with putiadar ate during boding andbundling dil^QY and inailWion toavoid dantsge. Tanporay snd pcmanart bracing for bolding wssa in a suraigb and plumb position and for raining lateral forca chili be designed ad installed by others. Careful handling is a i, and erection bracing is ilwar required. Normal preamim my anion for wan requires mcb temporary bracing dining installation berwsar trusses to avoid toppling and dominoing The supervision ofeta tins ofnaaa shall be ands the control of po sons experienced in the installation of trusses. Rofasiom it advice shall be sought if needed. Concentration of oonnnrtim Inds grater than the design loads shall rat be applied to tnascs at any time. No bads other than the weigm of the erectors shall be applied to russa unit after all fast-ing and bracing is completed. TC: 2x 6 SP #2 BCs 2x 6 SP #1 D 2x 6 SP #2 10-11,9-10,8- 9 WB. 2x 4 SP #3 2x 4 SP #2 2-10,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MAB. REACTIONS PER BEARING LOCATION----- B-Loc BSet Vert Soria Uplift Y Type 0- 4- 0 1 1760 0 -833 B Pin 39- 8- 0 1 1760 0 -833 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..PORCE..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 .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 302 0.10 C 9- 4 1426 0.46 2-10 -1236 0.73 C 9- 5 -1227 0.72 3-10 1422 0.46 C 5- 8 299 0.10 3- 9 19 0.01 C 10-1-12 0-6-6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CLC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 pet, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Reg Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2-10,5- 9 Bracing shown is for visual purposes only. 1x4 continuous lateral bracing attached with 2- 1ld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 81 o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Cr--------GLOBAL MAx DEFLECTIONS--------- CLL TL C in./Ratio in./Ratio Jnt(s). C 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 ....... ......Joint Locations............... 1) 0- 0- 0 5) 29-11- 2 9) 20-10- 8 2) 10- 0-14 6) 40- 0- 0 10) 19- 1- 8 3) 19- 0- 0 7) 40- 0- 0 11) 10- 1-10 4) 21- 0- 0 8) 29-11- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 FORCES (lb) - Max Compression/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, Webs 11-2.-9/302,2-10.-1236/669, 3-10.-458/1422,3-9.-1/19,9-4.-458/1426, 9-5.-1227/668,5-8.-10/299, 19-0-0 19-0-0 1 2 3 4 5 6 6. 00 3.00 6x8 6x8 6.00 -3.00 10-6-6 0-6-6 f Face =0-2-8 0-8-0 � 0.8-0 1760# 8.00" 1760# 8.00" 19-1-8 - 9- 19-1-8 0 12 I 4 o 0 U- EXCEPT AS SHOi�1R )P�S ARE MiTek MT20 (R - 9) Scale = 0.1490 Maronda systems 4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 ti7 Madallm FL Chuhitats, FL 22700 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO RRBCYING CONTRACTOR. BRACING WARNING: Brating sbawn on this drawing is mat er== baGag• wind branng• portal bring or similar bracing winch is a pan of the building design and which mast be cousidand by the building designer. Bracing mown is for lateral support of tma members only to rodoca buckling length. Provisions must be made to anchor lateral bracing at ends and specified bcaiom detamined by the building designer. Additional bracing of the overall structure may be required. (Sat MB-91 of TPI}F specific trmo bating regaii®aru. cmucl buBding dcsigner.(Trua Plate hatiart, TPI is local at 583 D'Omfio Rive Madison. WisConsio 53719). Eng Job: WO: COVX4 DWg: TI: A3 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Fronde Fatn: C:\Tss-LUA\worm\JODs\l.S2vrq\wvinvKvm A v\Aj.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A4 Qty:l DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the ..............Joint Locations ............... This design is rw an individual building component and BC: 2x 6 SP #1 D composite result of multiple loads. 1) 0- 0- 0 5) 30-11- 2 9) 22-10- 8 hm been bated m information pmidcd by We diem.The 2x 6 SP #2 10-11,9-10,8- 9 WndLod per ASCE 7-02, C4C, V. 125mph, 2) 9- 0-14 6) 40- 0- 0 10) 17- 1- 8 - dmp- duclaimsaoyrespansibilityfordamagesas. WB: 2x 4 SP #3 H. 15.0 ft, I. 1.00, Bxp.Cat. B, Xzt. 1.0 3) 17- 0- 0 7) 40- 0- 0 11) 9- 1-10 result offully orircoacctinformation.specifics: 2x 4 SP #2 2-10,3- 9,5- 9 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss 4) 23- 0- 0 8) 30-11- 2 12) 0- 0- 0 andlor designs lbrnished ton the ull client designer by the client and the cmrxmen m accuracy of this mfmmatiao n is All COMPRESSION Chords are assumed to be in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf In -Plant Quality Assurance with Cq. 1 may relatem■specific project and accepts m continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req In -Plant Quality Assurance, per resI hairy orecrrisnnocontrol with regard to ----MAB. REACTIONS PER HEARING LOCATION----- Bracing Schedule: sec. 3.2.4 of TPI-1-02, for joint(a)fair: mdmgaltsuonof avges' X-LOC BSet Vert Horiz Uplift Y Type Webs Brace Pt Joint to Joint 4 Thu noaasbeen.mspmem This ban has been designed es N individual 02 and comporsem is accordance ANSVI'PI I.2W2and 0- 4- 0 1 1760 0 -861 B Pia 1/2 2-10, 5- 9 FORCES (lb) -Max Compression/Max Tension NDS42 m be iaarpaaed as pm of the building design 39- 8- 0 1 1760 0 -861 B H Roll Bracing shown is for visual purposes only. TOP CHORD 1-2.-5271/2230,2-3.-4168/1819, by. Building Designer (registered arditoctor rv� p0O � eneum)Ymvimcd'�capo"Iby- PROVIDE UPLIFT CONNECTIONPER_QCHEDULE„_ __ ___ _ s _F, 1X4, continuous_ lateral-bracing„attachad-with 3-4.-368.2/1730,4-5.-4169/1818,5-6.-5270/2230, the building designer, the design loadings sis"M mug be ch.Udm +u be the ah-ere in®m ag,es TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 -5271 0.44 A 12-11 4781 0.77 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced HOT CHORD 12-11.-1903/4781,11-10.-1902/4792, 10-9.-1278/3680,9-8.-1903/4791, with me local baildingmdes. local ai- recadsfm 2- 3 -4168 0.52 A 11-10 4792 0.85 segments OR 2x4 •T• brace may be nailed flat 8-7.-1903/4781, .iodemo. loads. project specifications aspecial 3- 4 -3682 0.29 A 10- 9 3680 0.56 to edge of web with 12d nails spaced 8" o.c. Webs 11-2.-23/226,2-10.-945/549, applied loads. Uolmshown. truss bascan been designed 4- 5 -4169 0.52 A 9- 8 4791 0.85 Brace must extend at least 90% of web length 3-10--486/1502,3-9.0/2,9-4--485/1502, fa awW m ocuponry Inds. The design aguma cosomssion chads(mp or botwm) are continuously 5- 6 -5270 0.44 A 8- 7 4781 0.77 2x6 Brace required on any web exceeding 141. 9-5.-944/S51,5-8.-23/225, braced by sheathing unless otherwise specified. Where .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr --------GLOBAL MAX DEFLECTIONS --------- bottom chordsin tension are not tunybraced law lyby. 11- 2 226 0.07 C 9- 4 1502 0.48 C LL TL propetn tyappl'oepacahag•theysmaldbebraceda. 2-10 -945 0.67 C 9- 5 -944 0.67 C in./Ratio in./Ratio Jnt(s). maxim® spiting of 101-M o.c. Caonector plates shall be manufactured from 20gmgebog dipped galvmimdssal 3-10 1502 0.48 C 5- 8 225 0.07 C I.Span-0.47/981-0.93/497 3-2 meeting ASTM A 653. Grade 40. unless otha.;se shnwv. 3- 9 2 0.00 C Hor i z . 0.32 0.64 NA Max DL Deflection L/999 . -0.46 FABRICATION NOTES Long term deflection factor . 1.50 Prim to fabrication. the fabricator shall review this drawing to verily that this drawing is in eoafamec ae with the fabricamplans and pland to realize . cooliffiivg responsibility fa such verification. Any discrepsecies are to be put in w,it4 before tatting or fabrkatioa Pales mall not be installed ova knotholes• knots a dissected grain. leer, shall be em fm tight filling wood to wood 17-0-0 6-0-0 17-0-0 hearing. Caaaa,aptatoshalllbelecu dcasbothfamof the mots aim mils fidly imbedded and shall be sym .bout 1 2 3 4 5 6 Ibe joins unless otherwise shown A 5a4 plate is 5' wide x 4' Ioug A 6.8 plate is 6' wide a 8' long Slots (holes) mn parallel to the pone length specified. Doable cats on F6.00 -6.00 %rob members mall urea at the caaoid of the webs unless othawiae fowl. Connector plate sines are minimum 6x8 6x8 files based ost the threesnm sbowamay need tobe inercssed fa certain handling and/or auction mean. This van is out to be fabricated with fun rctandam seated lumber mien ot6erw•ise mown For additional information on Quality Control refer to ANSVfPI I_20a2 PRECAUTIONARY NOTES 8x10 8x10 All bracing and erection recommendations ere to be 9-0-6 followrod inaccordancewith -Handling. instslling and 9-1-12 Bracing', IOB•91. Trusses are to be handled with particular are during banding and bundling, delivery and 8x 14 8x 14 . installation to avoid damage. Temporary, and permanent bracing for holding uuno in . maight and plumb bedesigocal 0-6-6 4-1-6 0.6-6 and iivgallleed by etbars. C�ul rhandesling oe 5x10 8x10 _ 8x10 5x10 creation bracing is .lam required. Normal procautu mry action nor Hanes requires stub temporary bracing meting installanim baw2m trusses to avoid toppling and 3.00 domineing. The supervision orerection of oage'ball be under the control of persons experienced in the Face = 0- 2- 8 Face = 0- 2- 8 installation ortmaea. Prufeaunal advice shall be might tn<ednd. Concentration6shalno b angnvion lends grata than We design loam.hall not b< applied m tntas a any time, 0-8-0 F 0-8-0 No loads other t>em the weight ofthe aectoa mall be applied to trusses until after all faaaing and bracing is 1760# 8.00" 1760# 8.00" completed. - 17-1-8 r. 5-9-0 ,. 17-1-8 �. 2 11 10 0-0318- 40-0-0 a EXCEPT AS SH I:ATES ARE MiTek MT20 �R 9) Scale - 0.1536 Maronda Systemsj, 4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 Madman fL CfWltwla, FL 32766 WARNING: READ ALL NOTSS ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shoo➢ on this drawing a nun crectuat bracing. %usd bnang, portal bracing or Gmlbr bracing Mich is a pin of the building design and vouch mug be considered by the heading designer. Bracing showy is for Inml sal of cuss members only to reduce buckling length. Provisions most be made to anchor Ineral bracing as ends and specified locations determined by the building designer. Additional bracing of the overall war= may be ropired. (Son IUB-91 of TPI).Pa specific sun bracing requirements. comae: building designes.(Trun Roe Institute. TR is located at 593 D'Ooo6io Dive, Madison. Wisconsin 53719} Bag Job: WO: COVR4 DWg: TI: A4 Dsgar:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DP: 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 v4.7.21-12331 Designs Matrix Analysis YTOIile Yaen: L:\'aab-WA\WOrx\JODe\e.LVAY \I.VYlnaal Vn A 9\AY.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A5 Qty:l .I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the dice The designer disclaims any responsibility for damages as a remit of fmity or incorrect information. specifications and/or designs famished to the tress designer by the client and the corrucmtss or accuracy of this information n it may relate to a spocifte poject and accepts no responsibility or exereiso no control with regard to fabrication, handlin& dupmcm and tastallnioo of trusses. This mass has ben designed as an individual building compost in accordancce with ANSVrPI 1.2002 and NDS-o2 to be incorporated n pan of the building design by a Building Designer (registered architect or professional mgioeer). Wban reviewed for approval by the building designer. the design loadings shown mast be chucked to be wee that the data skew- are in ague®ens with the local building codeslocal climatic records fed wind or snow baft project specifications or special applied loads. Unless sbowa truss has not been designed fm storage or occupancy bads. The design nmma compessim chmdt (rep or bottom) are cominuously braced by sheathing unless odtawitt specified. Where bottom chords in reunion are ram fully braced laterally by a properly applied rigid ceiling they should be braced a a maximam spacing of 10'4' o.c. Caoneetor plates shall be mwofacmred 6om 20 gage but dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES him to fabrication, the fabricator shall renew this drawing m verify that this drawing is in conformance with the fabricames plans and to realize a continuing responsibility for such verification. Any discrepancies are m be pit in writing before tatting or fabrication. Plates stall out be installed over koothola. knob or distorted grain. Members sball be em for tight filling wood or wood bearing Connector plates shall be local rd oo both fans of the truss with nails (idly imbedded and shall be s5m. abort thejoim tides otherwise sbown. A 5x4 plate is 5' wide a 4' long A 6xg plate is 6' wide x g' long. Sleds (bolo) nun parallel to the plate length specified. Double cats on rob members shall rem at she cantroid of the webs maim otherwise shown. Cents tor ping sizes are minimum sizes based on the faces dmwo and may need to be increased for certain handling and/or cfectioo mrmam This mass is out m be fabricated with fire retardant treated lumber anlm otherwise shown. For additional information on Quality Control refer to ANSVPPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are W be followed in accordance with'HmNing Installing and Bracing'. HIB-91. Truce erg to be handled with particular cart during banding and handling delivery and intallaioo to avoid damage. Temporary and permncen bracing for holding houses in a straight and plumb position and for resisting lateral fortes shall be designed and installed by othm. Careful handling is -rial and erection brazing is always recreated. Normal ptucatdimury action for bosses ruepirm web temporary bracing during installation betwoun masses to avoid toppling and dominating. The =Mvision of erection of tresses duB be undo the control of pawns ecpene ncod in the installation of czmaa. Professional advice dull be sought if carded. Concentration of usnssnrtion loads greater than the design loads dull not be applied to trusses at any time. No loads other than the w igbs of the oucton dull be applied to basses until after all f o1emng and bracing is TC: 2x 6 SP #2 BC. 2x 6 SP #1 D 2x 6 SP #2 9-10 WB: 2x 4 SP #3 2x 4 SP 02 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -882 B Pin 39- 8- 0 1 1760 0 -882 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 11- 2 194 0.06 C 9- 4 1569 0.50 C 2-10 -593 0.47 C 9- 5 -592 0.47 C 3-10 1569 0.50 C 5- 8 195 0.06 C 3- 9 -1 0.00 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, &zt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5238/2301,2-3--4512/2016, 3-4.-4013/1906,4-5--4513/2016,5-6--5237/2301, BOT CHORD 12-11.-1973/4740,11-10.-1979/4769, 10-9.-1495/4012,9-8--1979/4768, 8-7.-1972/4739, Webs 11-2--40/194,2-10--593/410, 3-10.-498/1569,3-9.-1/1,9-4--497/1569, 9-5--592/410,5-8.-40/195, ..............Joint Locations ............... . 0-0 5) 31-11- 2 9) 24-10- 8 2) 8- 0-14 6) 40- 0- 0 10) 15- 1- 8 3) 15- 0- 0 7) 40- 0- 0 11) 8- 1-10 4) 25- 0- 0 8) 31-11- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5238 0.40 A 12-11 4740 0.77 2- 3 -4512 0.42 A 11-10 4769 0.63 3- 4 -4013 0.67 A 10- 9 4012 0.82 4- 5 -4513 0.42 A 9- 8 4768 0.63 5- 6 -5237 0.40 A 8- 7 4739 0.77 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.54/865-1.06/438 4-3 Horiz. 0.31 0.61 NA Max DL Deflection L/889 - -0.52 Long term deflection factor - 1.50 15-0-0 10-0-0 15-0-0 1 2 3 4 5 6 6.00 3.00 Face = 0- 2- 8 0-8-0 1760# 8 00" 6x8 6x8 6.00 -3.00 8-0-6 a6 6 Face = 0- 2- 8 _*0- 8-0 1760# 8.00" 15-1-8 9-9-0 15-1-8 0 0 12 I 0 40- 0- 0 7 (R - - 9) (R 3 9) 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 NARNZNG: M a ro n da Systems) Bering drown i this dying is not erasion boring wind brazing papal bracing ee similar or tai .Lich is a punt sof a the buiding design and w4ich mast D< considered by the building desigoQ. Bracing shown its for enteral mppon of loan members only to reduce bacUing length. Provisions most be made to m lateral bracing atads and specified locations determined by the building designer. Additional bracing of the overall drectare may be respired. (Sec HIE-91 ofTPp.For tpecifx massbracing regn'n®mats,.mace DniWing desigoer.Rruss PWe Wtimtt TPI u locatd.593 4005 MARONDA WAY Donofrio Drive. Madison. Wm 53719} Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 Medamon fL Usaduc fa, FL 32764 Scale = 0.1585 Eng Job: WO: COVR4 Davy: TI: A5 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DFf 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 Loaf v4.7.21-1233E Design: Matrix Analysis erocaaa r.­ a.:xa..-e.vnx.vanx.,... x w v... v...,.....,. w'. .. . .y.- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A6 Qty:l •' DESIGN INFORMATION This deep is for an individ" baildiog component and her been based on infmvmtim Wmi&d by the client. The designer disclaims my responsibility for damages as a retain of hairy or bemleeI information specificniom and/or design flooished to the bun designer by the client and the cortecmess m aceuacy of this information as it may relate to a specific pojca and accepts no tesponsibiliry or exemisa m control with regard m fabrication, handlingshipment and installation of mssa This truss bat been designed as an individail building ems, . in sccordmce with ANSVfPI 1.2002 and NDS-02 b be incarporatnd as pan of the building deep by a Building Designer (registered architect on professional engineer). When reviewed for approval by the building designer. the design badmp shown matt be checked to be save that the data shown ate in agreement with the local building endm local climatic records for wind or scow loads, project specifieatiom or special applied bada Unlm shown, onus bus on, been designed ten storage or occupancy bads. The design assomes compression chords (top or bottom) ate comimmsly breed by theathing mlesa otherwise specified. Where bottom chords in union are nor ally brsed laterally by a properly applied rigid ceiling they shmld be braced at a maximum spacing of Io-0' o.e. Connector plum shall be mamfaemred Dom 20 gage bat dipped galvanized steel orced, ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rim to fabrication the fabric= Wall review this drawiog to verify that this drawing is in conformance with the fabricators ptm+ and to realize a coatiming respon9bility for mob veri(eanion. Any disetcpancin are to be pm W westing befine cutting or fabrication. Mum Wall net be iss"Ind over kmtholn, loots or distorted grain. Members shall be as for tight liniog wood m wood bearing Connor plate shall be band on both fam of the Iron with soils fully imbedded and shall be s5m. show the joint taint otoerwise shown. A 3.4 plane is 3' wide x V long A bag plate is V wide x 8' tong. Slots (bolm) ran parallel to the plate length specified. Dmble can on web members Wall meet u the cermid of the"unless otherwise shown. Connector plate size ate minimum sits based on the force; Woven and may need to be mutlasld for certain handling and/or (stem Qrt9n. This ass is nor to be faltsk nd with fire rNrdam bated lumber anlm otherwise sbowo. Fm additional information on Quality Comol r ra to ANSVTPI 1-2002 PRECAUTIONARY NOTES An bracing and erection recommadatmm are to be followed in accordance with'ilandling Intullisy and Bracing% NI13-91. Trusses are to be handled with partiadar cares during banding and bundling delhery and installation to avoid damage Temporary and permanent bracing for holding onssm in a straight and plumb position and for rmsting'am l foes shall be deigned and installed by r bem. Carefd hurdling is asemial and erection bracing is aluays required. Normal prenmionap. action for bosom requires snob temporary bracing dining msiall.tion between onsse m avoid toppling and dominon The roper eisim of aeeum of ttasses Wall be ands the control of persons eaperi-d in the installation of oaae. Professional advice Well be sought if needed. Concentration of mnstmaibo lands gran than the design loads shall no be applied to cusses as any time. No bads other than the weight of tM erectetts Was be applied m trusses vmT after all fasimirtg and hexing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-12 WE: 2x 4 SP #3 2x 4 SP #2 3-11,5-11 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MAS. REACTIONS PER BEARING LOCATION----- S-Luc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -892 B Pin 39- 8- 0 1 1760 0 -892 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCH..CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 2 192 0.06 C 11- 5 689 0.27 C 2-12 -341 0.23 C 10- 5 1474 0.47 C 3-12 1473 0.47 C 10- 6 -341 0.23 C 3-11 690 0.27 C 6- 9 192 0.06 C 11- 4 -301 0.09 C Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Rxp.Cat. B, Rzt. 1.0 Bld Type- encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req 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.-4758/21301 6-7.-5205/2322, EDT CHORD 14-13.-1997/4698,13-12.-2013/47401 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, ..__.......=..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 In -Plant Quality Assurance with Cq. 1 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5205 0.39 A 14-13 4698 0.76 2- 3 -4757 0.43 A 13-12 4740 0.64 3- 4 -4865 0.37 A 12-11 4242 0.66 4- 5 -4865 0.37 A 11-10 4243 0.66 5- 6 -4758 0.43 A 10- 9 4740 0.64 6- 7 -5205 0.39 A 9- 8 4699 0.76 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.48/961-0.95/487 4 Horiz. 0.31 0.62 NA Max DL Deflection L/989 . -0.47 Long term deflection factor a 1.50 13-0-0 14- 0- 0 13-0-0 1 2 3 4 5 6 7 6.00 3.00 Leo 6.00 L.:i00 7-0-6 0- 6- 6 Face = 0- 2- 8 0-8-0 moo- 8-0 1760# 8.00" 1760# 8.00" 13-1-8 13-9-0 13-1-8 0 4 3 2 148 40-0-0 0 0- (R 3- 9) (a 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: FMaronda Systems Bracing boon on this daring is nor ttupion °raring wind bruick& portal °rasing or similar °raring Stich is a part of the building design and .tick most be considered by the building designer. Bracing shown is thr Iaappeartmi ppear of ben members my toreduce bottling length. Rovisims most be made to ancbm lateral bracing a cods and specified locations determined by the building designer. Additional bracing of the overall strmmm may be regatted. (Sec HI131-91 of TPI).Fm specific tmss bmirtg requiremems. comics WOW, demgoa.(Tross plate Insiimte. TPI is located as 583 4005 MARONDA WAY D'Ooufiio Rives Madito, Wisconsin 53719). Sanford, FL 32771 (407) 322-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Meda6al PL Ch i1wb, FL 32766 Scale = 0.1585 Eng Job: WO: COVR4 Dwg: TI: A6 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 pSf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rroziae races a.;xa -wnw inners... Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A7 Qtytl •I DESIGN INFORMATION This design is for an individual building component and has been based on information prwidd by the client.'Ih. designer disclaims any responsibility for damages as a reseh of faulty m incorrect information. spteifxations ad/or designs famished to the truss designs by the client and the correctness or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises m control with regard to fabmatioa handling shipment and imaallatioa of was. This truss has been designed a an individual building component in accordance with ANSVfP1 1.2002 ad NDS-02 to be inrosporatd as pan of the building design by a Building Designs (registered architect or professional agixs). When reviewed for approval by the building designer. the design loadings showy mica be cbmkd to be state that the data shown are in agrc®em with the local building codes local climatic reco ds for wind or mow lead. project specifications a special applied bads Unless showy truss has out been designed for storage or occupy cy loads. The design usumes compression chords (top or bottom) are comimroasly braced by sheathing unlea otherwise specified. Wharc bottom chords in tension are eta folly breed laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 147.0• o.c. Caonector plats shall be mmufectured from 20 Stage hot dipped galvanized steel meeting ASTM A 653. Crude 40. unless orhawise shown. FABRICATION NOTES Rim to fabricatiot, the fabricator shall review this dewing to verify that this drawing is in coalmen a with the fabricators plans and to rnlite a continuing responsibility for such verification. Any ditcrepaocin are to be pat in writing before cutting or fabrication. Plates shall not be mssalld over lnotholm knots or distorted grain. Members shall be em for tight fitting wood to woad hearing. Connector plats shall be bated on both faces of the truss with tails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x r bog. A 6.8 plate is 6• wide c 8' fou8. Slots (bola) ran parallel to the plate length specified. Double cuts ors web members shall meet st the cemoid of the webs unless otherwise shove. Connector plate ties are minimum sins based on the fences shown ad may neod tobe increased Ibr certain hadling and/or erection tmesses. This was is Out to be fabricated with fue reWdam treated 1®ber unless otherwise shown. For additional information on Quality Control refer to ANS VrPI 1.2002 PRECAUTIONARY NOTES All bracing and cation recommendations ecru m be followed in accordance with •Hadliog installing and &acing•. HID-91. Trues are to be handled with panindas ase during banding and hulling delivery and installation to avoid damage Temporary and permanent bracing for holding ws es in a straight and plumb position and for raining Weral foxes shall be designed and installed by others. Carefol handling is essential and erection bracing is always required. Normal prmutiooar) action for wan requires mob temporary bracing during imullation bewxea nurses to avoid toppling and domimiug. The sepavision of erection of mosses shall be under the control of pafom experienced in the imullatioo oruusss. Professional advice shall be sought if needed. Corcentranum of couanaeriou fonds greats than the design loads shall not be applied to uuares at any time. No bads other than the wci& of the erectors shall be applied to trusses mail after all rast,oiog ad bracing is completed. TC: 2x 6 SP #2 BC: 2x 6 SP #2 WE: 2x 4 SP 03 2sc 4 SP #2 3-13,4-12,6-12 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 ----MAE. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -901 B Pin 39- 8- 0 1 1760 0 -901 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 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 Face = 0- 2- 8 MULTIPLE LOADS -- This design 1s the composite result of multiple loads. WndLod per ASCH 7-02, C&C, V. 125mph, H. 15.0 ft. I. 1.00, Exp.Cat. B, Rxt. 1.0 Bld Type- encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5113/2319,2-3.-5004/2239, 3-4.-5480/2464,4-5 5506/2476,5-6.-5506/2476, 6-7.-5005/2240,7-8.-5114/2319, HOT CHORD 16-15.-1996/4597,15-14.-2022/4655, 14-13.-1761/4481,13-12.-2163/5511, 12-11.-1761/4482,11-10 2022/4656, 10-9.-1996/4598, Webs 15-2.-78/180,2-14.-98/190, 3-14.-533/1415,3-13.-417/1109,13-4.-253/266, 4-12.-9/20,12-5•-241/261,12-6.-432/1131, 11-6.-534/1419,11-7.-98/190,7-10.-78/180, .............. •• • •..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 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5113 0.39 A 16-15 4597 0.99 2- 3 -5004 0.42 A 15-14 4655 0.86 3- 4 -5480 0.37 A 14-13 4481 0.65 4- 5 -5506 0.35 A 13-12 5511 0.82 5- 6 -5506 0.37 A 12-11 4482 0.66 6- 7 -5005 0.42 A 11-10 4656 0.86 7- 8 -5114 0.39 A 10- 9 4598 0.99 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.56/826-1.11/418 5-4 Horiz. 0.33 0.66 NA Max DL Deflection L/849 . -0.55 Long term deflection factor . 1.50 11-0-0 18-0-0 11-0-0 1 2 3 4 5 6 7 8 6.00 3.00 -6.00 -3.00 6-0-6 0- 6- 6 Face = 0- 2- 8 0-8-0 0. 8-0 1760# 8.00'r 1760# 8.00" 11-1-8 17-9-0 11-1-8 0- 6 5 4 3 40-0-0 2 1 0 0 (116- 3- 9) (113- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO EA 111 CONTRACTOR. BRACING 11: CMa:ronda Systems Bracing shown on this dressing is not erection bracing wind bracing penal baring orsimilar bracing which is a post of the building design ad which most be considered by the building designs. Bracing shown is fen Iateral support of mesa members only to reduce buckling length. Provisions most be made to anchor Lateral bracing to ends and specified locations determined by the building designer. Additional bracing of the overall structure may be rNuircd (See MB•91 of T'PI).Fcr specific truss bracing rupiremem. anus building desigon.(Tross Plate Inaimte. TPI is incased a 583 4005 MARONDA WAY Donorrin Drive. Minim Wisconsin 53719} Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD60 367 Meda®on FL aladmillN FL 32760 Scale - 0.1585 Eng Job: WO: COVR4 Dwg: TI: A7 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix AnalySIG rroxiie race: c.:Nanw-vow xna.a wvuu ta.vvw+ts.v. aa.v. v.. w Job: COVINGTON R 4 Cuatomer:10# UPLIFT D.L. WO:COVR4 TI:A8 Qty:l '' DESIGN INFORMATION ibis design is for - individml building mmpoom and has been based on infmmslim pmided by the diem. The designer disclaims any tapoesibility for damages as a snit of Pantry or incorrect infosmniao. spaifxasiom audror design furnished to the taws designer by the client and the corwecmesf or accuracy of this inimmasion as it may relate m a specific project and accepts no responsibility a esercisn oo co of with regard m Gbricatiom handling shipmm and imtdlation of assess This eruct bas bean designed as an individml building compoom in accordance with ANSVfPI 1-2W2 and NDS-02 to be incorporated as part of the building design by a Building Designer (registered architect or pohssooal angflnccr . Whan «viewed for approval by the building designs. the design loadings shown mass be checked to be sere that the data mow are in ageemm with the local building rodslocal climatic records for wind or snow bads, project specifications a special applied bads. Unless showy eruct bas not been designed for storage a occupancy bads. The design assumes compression chords (top a bottom) are cominanwdy braced by sheathing unless otherwise specified. Where bonam chords in t-i are rot Polly braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10-0' o.c Comecmr plate seal, be mamAcmrd hem 20 gauge but dipped gatvmimd and mating ASTM A 653. Code 40. undcn otherwise shown. FABRICATION NOTES Rior to fabrication. the lfMicaor sbadl -view this drawing to verily that this drawing is in conformance with the fatritamfs plans ad to realize a comivnirng raponm-biliry Cm aacL vsiCsation. Any discrepancies paocies s to be Put in writing before coding a fabrication. Plea shall out be installed over kuctboles. knots or dismned gain. Members shall be m for tight Btung wood to wood bearing. Cameam plates shall be,ontd ou bah fans of the unm with mils fully imbedded and 028 be sm. about the joint unless otherwise shown A Sao plate is 5' wide a 4- long. A 6e8 pate is 6' wide a g' long. Sits (bola) ten parallel m Lite pale length specified. Double cats on web members shall meet as the caved of the webs mks otherwise shown. Cann m Pius sizes arc mmimam sizes based = the forces show and may need to be macasd fm csum handling andfor erection Wasea This ones is ors to be fabricated with fate retardant owed ,umber unlas otherwise shown. Pow additional information on Quality Control refer to ANSVrPi 1-2002 PRECAUTIONARY NOTES ,k11 bracing and section ree mmcodatiom are w be followed in accordance with 'Handling Installing and Bracing'. 1BB.91. Tmaes se m be handled with psnladar are timing banding and bundling, ddisay and installation to avoid damage. Temporary and permanent bmi.g for bottling mosses in a a taight and plumb position and fbr resging lateral forces dull be designed ad installed by others. Careful handling is es 0-1 and erection bracing is dwa5s rryo;re4 Normal precautionary action for unaa requires such temporary bracing timing installation between unacs to ,void toppling and do nins,4 The mpervisioo of section of bnaa sball be under the comrd orper ams erpericocd in the installation of wan. Pmressioml advice shall be sought if necdd. Cononn moo of o egmction bads getter than the design toads shall not be applied to inns at any lime. No bads other than the weight of the erecmes ma8 be applied to wares until after all (coming and bracing is competed. TC: 2x 6 SP 82 2x 8 SP '1 D 3- 5,5- 7 BC: 2x 6 SP 02 Was 2x 4 SP 03 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 ----MAE. REACTIONS PER BEARING LOCATION----- R-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. 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 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CEC, 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 Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compreasion/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, ..............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 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4933 0.40 A 18-17 4408 0.93 2- 3 -5246 0.43 A 17-16 4491 0.88 3- 4 -6282 0.26 A 16-15 4775 0.68 4- 5 -6942 0.26 A 15-14 6365 0.92 5- 6 -6942 0.26 A 14-13 6365 0.92 6- 7 -6281 0.26 A 13-12 4775 0.68 7- 8 -5246 0.43 A 12-11 4491 0.88 8- 9 -4933 0.40 A 11-10 4408 0.93 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span-0.61/76S-1.20/388 5 Horiz. 0.33 0.65 NA Max DL Deflection L/787 . -0.59 Long term deflection factor . 1.50 9-0-0 22- 0- 0 9- 0-0 1 2 3 4 5 6 7 8 9 6.00 3.00 c..o &00 -3.00 1 5-0-6 0- 6- 6 Face = 0- 2- 8 0-8-0 a 8-0 1760# 8.00" 1760# 8.00" 9-1-8 21-9-0 9-1-8 8 7 6 5 40-0-0 3 2 1 Oats 0110,.8 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIV@a TO ERECTING CONTRACTOR. BRACING WARNING: CM:aronda Systems Brad'ts shown cothis timing is oe>asimac bng• wind brscm& pmnl bracing a similar bracing which Is a pan of the building design and wbich mug be considered by the building designs. Bracing mow is for laerd support of ernes member only to reduce buckling length. Provisions mug be made m anchor lateral bracing as cods and ayecilld bcsiom determined by the building designer. Additional bracing of the overall area= may be rcquucd. (Sec HIB-91 of TPI}Far smcirc man bracing requirements comact building dcsipa.(Tma Fine bmimte. TPI is located n 383 4005 MARONDA WAY DOmfliu Drive. Madison Wisconsin 53719). Sanford, FL. 32771 (407) 371-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Madaoon /L CfWAaota, FL 32766 9) Scale = 0.1585 Eng Job: WOs COVX4 Dwg: TI: A8 DBgnr:TLY Chk: 9/16/2005 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 pef Code: FLA TOTAL 43.0 oaf v4.7.21-12343 Design: matrix Anaaysae -..ea. .. - Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A9 Qty:3 'I DESIGN INFORMATION This logo is fa an mdividnd building component and has been bound - inroematum Provided by the dim. The design= disclaims any respoumbility for damage a a resalt of faulty or incorrect information, specification .,do, deigns furnished to the airs designer by the clim and the correcmm or accuracy or this information a it may relate to a specific project and accepts on responaDiMy or =incise on control with regud to fabrication, hm ling, shipment and installation of ttvsm This tress has been designed as an individual building wmponant in accordance with ANSPfPI 1•2W2 and NDS-02 et be incorporated a pan of the building design by a Building Designer (rc&ered architect or professional engineer). When revieaed for approval by the building design., the design loadings shown mast be checked m be rorn that the data mown .0 in agamm with the local building codes. bW climatic records for wind or mow load; project sPecir-- m special applied loads, unlna shown trot has our been designed for smrage or occupancy loadf. The design assmes compression chords (top or bottom) m continuously braced by sheathing unlea otherwise specified. Where bmtm chords in region are our fully braced laterally by a properly applied rigid ceiling, they should be braced as a maaimnm spacing of 104' o.c. Connncmr plan shall be manufactured fiom 20 pcge but dipped galv,n;md acd meeting ASTM A 653. Grade a. unless otherwise mown FABRICATION NOTES prim to fabKaiO4 the fabricater shall review this drawing to verily that this drawing is in conformance with the rabricame s plans and to realize a condneies r,V ''Wity for tech verificatiow. Any disaepancia are to be pus in writing before cutting or fabrication. Plata shall fur be installed ova kamhnla. Intact or diamted gain. Mmobaf mall be an fur fight living wood to Food bearing. Connector plate shill be located on bath fags of the teln with Nils fully IIDbedded and shall be sym. shoe the joins unless; otherwise shown A Us plate is 5' wide a a- Img. A fall plate is 6' wide a 8' bng SIM (holm) cam p.aud to the plate length specified. Dm ble cats on web members shall meet a the cmroid of the webs oolm otherwise shown. Connector plum size are miniu m sizes based on the forces shown and may need m be inc:eated fur certain hanming aedforerection arms This toss is our m be fabricated with fire retardant trwed lumber wdess otherwise showy. For additional mfmmuioo on Quality Control ref. to ANSVrPI 1-2002 PRECAUTIONARY NOTES An bracing and erection recommend- ons arc m be fonowed in accordance with'Nanming. Inaallivg and Bracing'. 10B•91. Trusses ern to be handled with particular ate teeing banding and bundling, delisery and hossfation m avoid damage Temporary and Permanent bracing for holding trusses in ■ straight and plumb position and fur resisting fatal forces than be deigned and installed by mho. Careful handling is menial and erection bracing is alwaja reputed. Normal preamimnry action for truss reryires such temporary bracing daring installation between t:at3a to ,.aid toplding and dmmoing. Thcopmrisi000ferectaooftressa:ballbe ern. the comrol efperrons eraperienc d in the installnioo of tram Bofesional Mice mall be soegm if erxded. coramrstion of conarnctum loods Few than the dew coda mall am be applied to tnam as any time. No loads other than the weight of the erecter shall be applied m ruan mil after all fattening and bracing is completed. TC: 2x 6 SP #1 D 2x 8 SP #1 D 3- 6,6- 8 BC: 2x 6 SP #1 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. 3-PLY TRUSS[ fasten w/31x 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. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-10130/3416,2-3.-12838/40631 3-4.-17186/5503,4-5•-20309/6509, 5-6.-20443/6548,6-7.-20443/6548, 7-8.-17223/5516,8-9.-12839/4063, 9-10.-10129/3416, HOT CHORD 20-19.-2999/8949,19-18.-3114/9440, 18-17.-3783/12269,17-16.-5551/17671, 16-15 6459/20501,15-14.-5561/17701, 14-13 3782/12266,13-12.-3111/9427, 12-11.-2999/8948, Webs 19-2.-899/260,2-18.-613/2696, 3-18.-993/3354,3-17.-1697/5177, 17-4.-1426/460,4-16.-909/2826,16-5.-558/174, 5-15.-62/24,15-6.-470/145,15-7.-933/2913, 7-14.-1406/453,14-8.-1730/5218, 13-8.-991/3348,13-9.-615/2706,9-12.-892/258, 3 PLYS REQUIRED Lineal Footage . 248 Face = a 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 3-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to SC WndLod per ASCH 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 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 Reg Supported span based on int. wind zone. In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- %-LOc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 3637 0 -1390 B Pin 39- 8- 0 1 3637 0 -1344 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..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 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(e). 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 .............. v..... ...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 7-0-0 T. 26- 0- 0 7- 0-0 1 2 3 4 bi pl e Rl VS 7 8 9 10 6.00 3.00 Q,r T n 6.00 -3.00 T 0-6-6 4-0-6 Face =a2-8 0-8-0_ 8-0 3637# 3637# 8.00" 3637# 8.00" 7-4-8 25- 3- 0 7-4-8 a � 0 0 ig 8 16 AIL n- n 5 14 13 12 in ' n- Q 9) b 559.8# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOT63 O2: THIS SHEET. A COPY OF THIS D1IAWING TO BE GIVEN TO BRBCTING CONTRACTOR- BRACING WARNING: Mar Systems B�ng�wnn��ingisnme>�ien�dn.w;ndbrad��al�ngmalmlarbr�ngw�isapan of he building design and which most be considered by the bailing desi tgga. Bracing moan is fur lateral support of roes member only to reduce bottling length. provisions most be made to anchor Isom bracing a ends and specified locations detesmmed by the bmldmg designer. Additional bracing of the overall structure may be rs4aired. (Sec FBB-91 of TPI).Fou specifee rut bracing rerryisemms. counter building deagn=.(Tros Plate Iaainew. TPI is bested at 533 4005 MARONDA WAY D'Gnafrio Drim Madison Wisconsin 53719> Sanford, FL. 32771 (407) 321-OG64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Medallion FL Chubsola:, FL 32764 b 559.9# (Res 3- 9) Scale = 0.1547 Eng Job: WO: COVR4 DWg: TI: A9 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DFt 1.25 TC Dead 7.0 psf Plt DFs 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 v4.7.21-12345 Designs Matrix Anaiyele Pro=ile rarn: n a%=o.paas Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVE4 TI:B3 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the ..............Joint Locations = --.---------- This design isfman individual building compoom and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 27- 4- 0 11) 22- 7- 6 has beenbound aninrmmm;oap:m;dedgthe chem. The WB: 2x 4 SP #3 This truss is designed to bear on multiple 2) 6- 4- 0 7) 33- 8- 0 12) 20-10- 8 desigoedisclaimsaoyrespooabliryroraamagnna 2x 4 SP #2 3-13,15-15,9- 9 supports. Interior bearing locations should 3) 12- 8- 0 8) 40- 0- 0 13) 19- 1- 8 r®1l of favlrymincorten information. gnecnficatpa 0- 0,0- 0 be marked on truss. Shim or wedge if 4) 19- 0- 0 9) 40- 0- 0 14) 9- 6-12 f savor designs naishd tothe truss designer by the client and mam e correctness or cacy orthis information a it All COMPRESSION Chords are assumed to be necessary to achieve full bearing. 5) 21- 0- 0 10) 30- 5- 4 15) 0- 0- 0 may relsse to a specific prject and accepta an continuously braced unless noted otherwise. Bracing Schedule: In -Plant Quality Assurance with Cq. 1 responsibility or eercises on conmol with regard m WndLod per ASCB 7-02, C&C, V- 125mph, Chords Max O.C. From To In -Plant Quality Assurance, per fabrlcnmahzndlm&dupmemand maaeaonoftrusses. H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 BC 48.0" 0- 8- 0 14- 2- 6 sec. 3.2.4 of TPI-1-02, for joint(s): This truss has been designed a an individual building component inaccordanccwith ANSVfPII.2002and Bld Type. encl L- 58.0 ft W- 40.0 ft Trues BC 48.0" 22- 5-10 27- 4- 0 3,6 NDS-02 m be incorporated as pan ofthe building design in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Bracing shown is for visual purposes only. ----MAX. REACTIONS PER BEARING LOCATION----- byaBakingDesign.(registered architect or Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type professional enpnca). When reviewed for approval by ..TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. TOP CHORD 1-2.-1835/706,2-3--1516/533, 0- 4- 0 1 840 0 -441 B Pin the building designer. the design loadings shown must be checked nobesure: that the data shown are, inagreement 1- 2 -1835 0.28 A 15- 0 1134 0.44 3-4.-83/419,4-5.-98/686,5-6.-430/1348, 22- 7- 6 1 2266 0 -904 B H Roll with the local building codes.local climatic rxmdsfor 2- 3 -1516 0.43 A 0-14 1673 0.81 6-7.-634/363,7-8.-989/294, 39- 8- 0 1 600 0 -321 B H Roll wind or - loads,projmspaifcatiwsorspaial 3- 4 419 0.38 A 14-13 921 0.67 HOT CHORD 15-0--423/1134,0-14--525/1673, PROVIDE UPLIFT CONNECTION PER SCHEDULE applied bads. Unless mowatmsshas ootbeen designed 4- 5 686 0.36 A 13-12 447 0.25 14-13.-132/921,13-12.-361/447,12-11.-756/593, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. C for storage or occupancy loads. The design assumes eompresaoochory(topor bottom) are, comivnoaly 5- 6 1348 0.54 A 12-11 -756 0.49 11-10.-589/316,10-0.-181/911,0-9.-226/727, 2-14 -312 0.09 C 5-11 -1566 0.98 brxdby.bcat aidmotbcwisespmifred. Where 6- 7 -634 0.37 A 11-10 -589 0.64 Webs 2-14--312/288,14-3--185/806, 14- 3 806 0.26 C 11- 6 -864 0.49 broom chords in tension arc not dully lamed bueraey by a 7- 8 -989 0.30 A 10- 0 911 0.61 3-13.-996/567,4-13--129/743,4-12--1039/359, 3-13 -996 0.75 C 6-10 861 0.28 popatyapplied rigid ceiling. they should bebrxedata 0- 9 727 0.35 12-5--214/762,5-11.-1566/648,11-6.-864/508, 4-13 743 0.24 C 10- 7 -372 0.10 maximum sparing of I0'-0' o.c. Camamr plats shall be -fiactmed from 20page but dipped gatvaaizcdsscel --------GLOBAL MAX DEFLECTIONS--------- 6-10.-237/861,10-7.-372/304,0-0.-117/490, d-12 -1039 0.56 C 0- 0 490 0.39 meeting ASTMA653.Grade4%unimotherwise shown . LL TL 0-0--200/136, 12- 5 762 0.24 C 0- 0 -200 0.18 in./Ratio in./Ratio Jnt(s). FABRICATION NOTES I.Span-0.22/999-0.60/436 13-14 Prior as fabmation. the fabricater shall review this Hor1 z . 0.04 0.08 NA drawing to voify that this drawing is in conformance with Max DL Deflection L/689 . -0.38 the rabricmra pram ad m slim a con - responsibility for such verificaiion.Any dim rcpaocinarc Long term defleetiofactor - 1.50 19-0-0 Z-0-4 19-0-0 1 11 to be put in writing before cutting or fabrication. Plan 1 �- malt nor be installed over ►mrholn, sTms or distorted 1 2 3 4 5 6 7 8 grain. Mcmben shall be an for tight fitting wood to wood baring. Connector plows mall be lomud an bah faces of6.00 6.00 the arms with nails Rally imbedded and shall be s5m. above the joint uolm otherwise showy. A 5.4 plate is 5' wide x 4' long. A 6xg plate is 6' wide x V long. Slid (holes) 5x6 8X 14 ran parallel to the plate length specified. Doable cuts an wcb members shall mat a the cmhoid of the sobs unless otherwise mown. Connector plate Sim are, minimum nun based an the fares mown and may need no be Increaed re. certain hldlmg and/or erection wessee This notes is rut at be fabricated with fate rMadam treated 3x4 3x4 lumber unlm otherwise mown. For additional information an Quality Camml refer m ANSUTPI 1.2002 PRECAUTIONARY NOTES 10-3-3 6x8 6x8 10-0-6 Ail bracing and erection recoo mendaioa are to be 6x12 followed in accordance with'Handlin& Installing and 3x4 4x6 314 Brmi.g'. HIB-91. Trusses are to be handled with - 5X8 particular care during banding and banding. delivery ad 3x4 4-7-6 - 3x4 installation m avoid damage. Temporary ad permanent 0-6-6 6x8 6x8 5x6 0-6-6 bracing nor bolding anssn in a weight and plumb 5x6 position and for rniaing Lateral forces mall be designed and installed by cabers. Careful handling is essential and crcction bracing is slus5s required. Normal p ccoomm dry action for aussn requires such tmpwm bracing during 3.00 iaullatioo her.- trusses m avoid toppling ad domivoing. The mpervisim orereamn of roses mall be under the control of persons arporieaced in the 0- 8- 0 inmullatim of mosses. Pruressioaor l advice al be sought L0-8-0 if receded. Concentration of con struct on Imam grater than - 14-2-6 , '1 , 12-8-0 1� the design loads mall not be applied to uastn at any time. 840 U" 'I 22 001' No bads other than me weight of the damn mall be 19- 1- 8 - 9- 19-1-8 applied to trusses until after W fastening and bracing is - eompletd. a 4 3 0 2 1 10 a o ado, 0 COSMETIC PLATES (�$MJA) 214 (1) 314 C/L: 22- 7- 6 (0-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale ex 0.1488 WARNING: Eng Job: WO: COVR4 RRAD ALL NOTES ON THIS BIBBT. A COPY OF THIS DRAWING TO B8 GIVBN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg f TI i B3 LMawonder Systems Bracing shown anthis drawing is oat nation bracing• wind bracing• portal bracing or similar b(King witirh is a pan of Dsgnr:TLY Chk: 9/16/2005 the building design and wbirb ma, be considered by the building designer. Bracingma.9 ins to, lateral support or members only as reduce buctling length. provisions mug be made m anchor lateral bating at cods and specified Live TC Li16.0 a f Lbr DF : 1.25 Is locations, determined by me baking designer. Additional bracing of the overall someone, may be require. (Sec wee-91 P of TPI).Fw Wwirs miss bating requir®antL co a t banding desigm.(Trss Ptete twdmm TPI is lead a 523 TC Dead 7.0 psf Pl t DF: 1.25 4005 MARONDA WAY Donofrio Drive. Madison. Wisconsin 53719). O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10.0 pSf (407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE ae0050068 BC Dead 10.0 psf Code: FLA 367 Meda®on PL Chuluotae FL 32794 1 TOTAL 43.0 psf v4.7.21-12343 Design: Matrix Analysis rrozile races: x.:Haan-wn�nvza�.avun xa.vvnwxs.w.assaava. .. wxo�.ya.. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B4 Qty:l DESIGN INFORMATION TC: 2x 4 SP 92 MULTIPLE LOADS -- This design is the ..............Joint Locations............... . This deign is fo;m individual boilei.gcomyoca+ and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 28- 8- 0 11) 22-10- 8 hmbeen based oninformation provided try the clicm.The War 2x 4 SP #3 This trues is designed to bear on multiple 2) 5- 8- 0 7) 34- 4- 0 12) 20- 6- 0 dmzner disclaims any responsibility for damage as. 2x 4 SP 02 15-1519- 910- 0 supports. Interior bearing locations should 3) 11- 4- 0 8) 40- 0- 0 13) 17- 1- 8 result offaulty orincorrect information. specifications 0- 0,0- 0 be marked on trues. Shim or wedge if 4) 17- 0- 0 9) 40- 0- 0 14) 8- 6-12 and/or designs famished tothe train design= by the client` and the corramenm accuracy orthis informnooasit All COMPRESSION Chords are assumed to be necessary to achieve full bearing. 5) 23- 0- 0 10) 31- 5- 4 15) 0- 0- 0 may relate in a specific project and accepts an continuously braced unless noted otherwise. Bracing Schedule: In -Plant Quality Assurance with Cq. 1 raponvbilityorecercisesmcontrol with regard to WndLod per ASCH 7-02, C4C, V. 125mph, Chords Max O.C. From To In -Plant Quality Assurance, per fabricatins'handling shipmmrand imullnionofh°aes. H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 BC 48.0" 0- 8- 0 14- 2- 6 sec. 3.2.4 of TPI-1-02, for joint(s) : This cr s bas been designed as an individaal building component inaccord ncc with ANSVrP11-2001and Bld Type. encl L. 58.0 ft W. 40.0 ft Truss BC 48.01 20- 6- 0 27- 4- 0 6 NDS-02wb i.ro,po.udapmortbebailing design in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Bracing shown is for visual purposes only. ----MAX. REACTIONS PER BEARING LOCATION ----- by■ Building Designer (regineredarchitect or cagiacur). What reviewed for approval by Impact Resistant Covering and/or Glazin� Req FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type 708 0 professional the boiling designer, the design loadings shown mast be ..TC. ..FORCE..CSI. Cr ..BC. ..PORCE.. 1- 2 -1430 0.23 A 15- 0 SI. 902 0.33 TOP CHORD 1-2.-1430/523,2-3.-1147/365, 3-4.-182/730,4-5.-410/1439,5-6.-279/975, 0- 4- 0 1 20- 6- 0 1 -380 B Pin 2360 0 -987 B H Roll checked inbenote, thin the dwshown are inagreement with the local building codes.localclimatic resordslb, 2- 3 -1147 0.32 A 0-14 1304 0.64 6-7.-977/278,7-8.-1266/439, 39- 8- 0 1 659 0 -355 B H Roll wind msms,km .pojectsparlicationsatspecial 3- 4 730 0.40 A 14-13 631 0.51 BOT CHORD 15-0.-320/902,0-14.-369/1304, PROVIDE UPLIFT CONNECTION PER SCHEDULE Applied loads. udee,showaones bar an[ been designed 4- 5 1439 0.52 A 13-12 -591 0.23 14-13.-260/631,13-12.-591/515,12-11.-812/608, .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. C for =«age or occupancy loads. The design ,:same 5- 6 975 0.42 A 12-11 -812 0.26 11-10.-381/461,10-0.-294/1156,0-9.-279/820, 2-14 -293 0.08 C 11- 5 556 0.18 compression chords (top orbottom)are continuously braced by sheathing unless otherwise specified. Where 6- 7 -977 0.31 A 11-10 461 0.52 Webs 2-14.-293/265,14-3.-180/748, 14- 3 748 0.24 C 11- 6 -890 0.64 bouomchordsin uasim are ore fully braced laterally by. 7- 8 -1266 0.23 A 10- 0 1156 0.60 3-13.-870/514,4-13.-94/611,4-12.-1385/579, 3-13 -870 0.62 C 6-10 774 0.25 properly applied rigid ceiling they mould be braced ata 0- 9 820 0.29 12-5.-1300/543,11-5.-64/556,11-6.-890/523, 4-13 611 0.20 C 10- 7 -304 0.08 roazimam spacing of I0'-0' o.c. Connector plate shall be manufactured from 20 page hot dipped galvanized steel """'"'GLOBAL MAX DEFLECTIONS--------- 6-10.-191/774, 10-7.-304/269, 0-0.-66/358, 4-12 -1385 0.87 C 0- 0 358 0.30 mating ASTM A 653. Grade 40. unless otherwise shown. LL TL 0-0.-87/293, 12- 5 -1300 0.68 C 0- 0 293 0.25 in./Ratio in./Ratio Jnt(s). FABRICATION NOTES I.Span-0.14/999-0.40/592 13-14 Prior tofabricat "' the fabricator Ball review this Horiz . 0.03 0.06 NA dnwingmverily that this drawing isinconformance with Max DL Deflection L/904 . -0.26 me fabricuoes plans and in saline it continuing raponnbilityfarsachverification.Anydiserepancieaa Long term deflection factor . 1.50 17-0-0 6-0-0 17-0-0 to be pat in writing before cutting infaericnion. Puna shall not be insrased ova buothola, fiats or distorted 8 grain. Members shill be m for tight Bating wood in wood 1 2 3 4 5 6 7 bearing Connector plans shall be local ed an both fans of the truss with nail: fully and shall be.jm. about 6.00 -6.00 the joint unless m= owise shown. A 5z4 plate is S' wide a 4' long. A 6s8 plate is 6' wide a 8' long Slots (bola) 5x6 ma paealld to the plate Icogtb specified. Double cuts m 5x6 web members shill am at the cemmid of the webs unless rah-, shown., Connection plate sizes are minimum sizes based an the (brier shaan and may need to be increaTed Ins certain handling and/orerection stlenti. This truss is not to be fabricated with fits reundam awed 3x4 3x4 lumber unless otherwise shaven. For additional ou Quality Crawl refer inANSVfPI 1-2002 PRECA IONARY NOTES 9-3-3 6x8 6x8 9-0-6 All bracing and erection re`°mmmd"i°°' are m be 6x12 ax6 6x12 3x 1 followed in accordance with•Handling Insulting and 3x4 - Bracing'. HIB-91. Trouser an, to be handled with 3x4 4- 3x4 banding and bundling. delivery an Particulareras dicingd 0- 6- 6 4-1-6 0-6-6 installation to amid damage. Temporary and permanent 5x6 6x8 6x8 5x6 bracing for holding waaes in . snaight and plumb position and for resisting Ineral forcer shall be deigned and installed by aben. Careful hamling is essent al sal erection bracing is always required. Normal precautionary 3.00 action for truss= rtqu ,e each temporary hissing during installation betweco aussa to avoid toppling and dominoing. TTtt rape isim of=atim of trasses shall be 0-8-0 undo the crawl ofperrnm exparietxed in the innawlim ortmsses. Professional advice man be rough 0-8-0 14-2-6 , 6-10-0 12-8-0 if needed. c°naFaW Abe construclsnttr � 70W 2360E 3:50" 00rr the design loads shall . at any tim . 17-1-8 5-9-0 17-1-8 No toads other man the .6ght ofthe erectors mill be applied to trusscrumil a8= all fastening and bracing 0 completed. i is 3 � I ° 0 a�°T ao-0 4-11. ,n o- COSMETIC PLATESITT)3$ -00 2X4 (4)3X4 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 *11111: Maronda Systems Entdngshows mmir�iagisnot m�nnbracing. w;mbra�g.pmvlbrad.am°milarbr�.awh�isapan of the building design said which man be considered by the building designer. Bracing moan is for lateral snpporl of area m®loess only to reduce buckling Icogth. Provisions mint be made to anchor lateral bracing in cods and specified locations dnermined by the building desigaer. Additional bracing of the overall structure may be required. (Sin wB-91 64 of TPI).Fot specific con bracing regoirmems, contact building designer. ffrass Pine Imtimte. TPI is located in 583 4005 MARONDA WAY DOnofrio Drive, Madison, Wisconsin 33719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Meda®on FL Chuhaota, FL 32760 Over 3 Supports Scale = 0.1535 Eng Job: WO: COVR4 Dung: TI: B4 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rroziie racer: a.: Cana-wwT. aRT.... t......+t..v........... .. +to+.y... Job: COVINGTON R 4 Cust=er:10# UPLIFT D.L. WO:COVR4 TI:B5 Qty:l .I DESIGN INFORMATION This deign is for an individual building component and has barn based an information provided by the diem. The designer disclaims any responsibility Ibr damage a a result of faulty or incmro n information. specifications and/or designs furnished on the bass designer by the client and the correctness or accuracy of this iolmonatioo a u may rdane m a specific pojoa and accepts W responsibility or exercises an control with regard on fabrication. handling. shipment and insullatioo of Trusses. This busy has beta designed as an individual building compaoat in accordance with ANSVTPI 1-2002 and NDS-02 to be inearporucd a part orthe building design by a Building Designer (registered architect or professional cagmeer). Wban teviewd for appmval by the building designer. the design loadings showy marine checked to be sure that the data show arc in agreement with the local building codeslocal climatic records for wind or mow loads. Project spairwAtiom or special applied bads. Ualm shows pass has not been deigned for surge or occupancy loads. The design assume compression chards (top or banns) err continuously braced by ch-uhing unless otherwise specified. Wbere bottom chords in tensmo are rot fully braced Iatrrsuy by a properly applied rigid ceilin& they sboald be braced an a maximum spacing of IO.O' O.C. Connector Planes shall be manufactured Dom 20 gauge but dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise sbawo. FABRICATION NOTES Prior to fabrication, the fabricaer shall review this drawing to verily that this drawing is in conformance with the fabricators plans and to realize a coati®mg responsibility for such verification. Any dimrepaoeies err to be pot in writing before cutting or fabrication. Planes shall not be installed ova knotholes, kauts or dunned grin. Member shall be can for light fining wood to wood beariag. Conomstur planes shall be bated on both fan of the truss with nails fully imbedded and shall be sym. abed the join unless otherwise shown. A 5.4 plane is 5' wide : 4• long A 6x8 plate is 6' wide x 8' bog. Sloes (bole) ram parallel to the plate length specified. Doable cats on web members aball meet a the cemmid of the webs unless otherwise shown. Connate, plum sizes are minimum sizes bad an the (ores show and may aced on be increased roc certain handling aad/oc aectiao stresses. This Vass is col to be fabricated with foe rcurdand created lumber unless otherwise shows For additional information on Quality Control refer to ANSVfP1 1-2002 PRECAUTIONARY NOTES All bracing and auction recommendations m to be followed in accord with "Handling Installing dad Bracing% MB-91. Trees are to be handled with particular care during banding and handling. delnery and installation to avoid damage. Tcaporary and permanat bracing for balding mosses in a straight and plumb position and for resisting lar" fora Nall bar designed and installed by others. Careful handling is ess A ad cagioo bating is always rcgaiad. Normal precautionary Kum fan trusses requires such t®pomy bracing dining mstallatica between trcsso to avoid toppling and dnminoiag The supervision of erection of mosses shall be under the control of persons experienced in the imullation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall oat be applied to comes an toy lime. No bad; other than the weight of the erector shall be applied to tresses until after all faaaing ad bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP 02 WB: 2x 4 SP #3 2x 4 SP #2 4-13,16-16,10-10 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wndl,od per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 58.0 ft W= 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1448/547,2-3.-1222/413, 3-4=-107/527,4-5.-485/1506,5-6.-485/1506, 6-7.-144/638,7-8.-1091/344,8-9.-1321/480, SOT CHORD 16-0 323/890,0-15.-398/1313, 15-14.-183/793,14-13.-453/374,13-12 554/453 12-11.-272/661,11-0.-338/1199,0-10.-288/824, Webs 2-15.-234/230,15-3.-146/607, 3-14=-732/462,4-14.-117/628,4-13.-1516/656, 13-5=-325/238,13-6.-1374/594,12-6.-103/583, 12-7.-759/475,7-11 154/630,11-8.-241/231, 0-0.-86/384,0-0.-63/337, 8-3-3 0.6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.0" 20- 3= 0 27- 4- 0 Webs Brace Pt Joint to Joint 1/2 4-13 Bracing shown is for visual purposes only. ®1%4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-15 -234 0.07 C 12- 6 583 0.19 C 15- 3 607 0.19 C 12- 7 -759 0.44 C 3-14 -732 0.42 C 7-11 630 0.20 C 4-14 628 0.20 C - 11- 8 -241 0.07 C 4-13 -1516 0.62 C 0- 0 384 0.31 C 13- 5 -325 0.12 C 0- 0 337 0.28 C 13- 6 -1374 0.98 C .............. ••... === ..Joint Locations=...a....... 1) 0- 0- 0 7) 30- 0- 0 13) 20- 4-12 2) 5- 0- 0 8) 35- 0- 0 14) 15- 1- 8 3) 10- 0- 0 9) 40- 0- 0 15) 7- 6-12 4) 15- 0- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 32- 5- 4 6) 25- 0- 0 12) 24-10- 8 In -Plant Quality Assurance with Cq. 1 ----MA%. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 704 0 -381 B Pin 20- 4-12 1 2355 0 -1022 B H Roll 39- 8- 0 1 665 0 -361 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1448 0.21 A 16- 0 890 0.30 2- 3 -1222 0.27 A 0-15 1313 0.49 3- 4 527 0.32 A 15-14 793 0.43 4- 5 1506 0.60 A 14-13 -453 0.29 5- 6 1506 0.60 A 13-12 -554 0.31 6- 7 638 0.30 A 12-11 661 0.41 7- 8 -1091 0.27 A 11- 0 1199 0.46 8- 9 -1321 0.20 A 0-10 824 0.27 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.11/999-0.32/726 14-15 Horiz. 0.03 0.06 NA Max DL Deflection L/999 . -0.21 Long term deflection factor . 1.50 15-0-0 10-0-0 15-0-0 1 2 3 4 5 6 7 8 9 6.00 5x6 2x4 5x6 6.00 3.00 1 L:ML 8-0-6 0.6 6 0-8-0 Ail,_ 14-2-6 i; 5 a3 7-1-0 12-8-0 0-8-0 704# 8..00" 15-1-8 959- 0.50" 15-1-8 665# 8.00" ((1�0tt- 0 8 11 5 4 40- 0- 0 2 1 0-8 COSMETIC PLATES (4)3R6 (4vr X�-1;I3%4 GL:20- ¢12 (R 11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BRECTINO CONTRACTOR. BRACING WARNING: FMaronda Systems Erring shown an this dewing is not creation bracing void brining praml bracing s similar sm W which is a pan r the baildiag dingo sued which mod be considered by the building designer. Bracing show is fan Ianerl rapport o(traa members only to reduce battling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional brcing of the overdl structure may be required. (Sec MB-91 of TPI).Fdr specific truss bracing requirements. contact building desigoer.(Trnu Plat bu irmc TPI is located an 583 4005 MARONDA WAY DOwfrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ae0050068 367 Meda®on FL Chf3wta, FL 32766 Over 3 Supports Scale = 0.1270 Eng Job: WO: COVR4 Dwg: TI: B5 Dsgnr:TLY Chk: 9/16/2005 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 Deslgnt Matrix Analysis Frorlie race: s.:\+era-waknvrncWvalutwvet..kv.vvrs.vavw n wtx,n.y,aw Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:B6 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the ..............Joint Locations ............... This design is for an individual building compoaat and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 33- 6- 0 11) 20- 4-12 has been baud on information ptmided by the cliw.The WB: 2x 4 SP #3 This truss is designed to bear on multiple 2) 6- 6- 0 7) 40- 0- 0 12) 13- 1- 8 designer disclaims my responsibility for damages a. 2x 4 SP 92 2-12,3-11,5-11 supports. Interior bearing locations should 3) 13- 0- 0 8) 40- 0- 0 13) 6- 6- 0 result offaulty oroemratinforonion.specifications 6-10,14-14,8- 8,0- 0,0- 0,0- 0 be marked on truss. Shim or wedge if 4) 20- 4-12 9) 33- 6- 0 14) 0- 0- 0 andlor designs fltmishd to the muss designer by the client` and the correctness m accuracy ofthuinformation asit All COMPRESSION Chords are assumed to be necessary to achieve full bearing. 5) 27- 0- 0 10) 26-10- 8 may relnetoaspecific project and accepts W continuously braced unless noted otherwise. Bracing Schedule: In -Plant Quality Assurance with Cq. 1 responsibility oracreisesrsocontrol with regard to WndLod per ASCH 7-02, CSC, V. 125mph, Chords Max O.C. From To In -Plant Quality Assurance, per fabrication. handling. shipment and installation ofnnssez H. 15.0 ft, 1. 1.00, Hxp.Cat. B, Ezt. 1.0 BC 48.0' 0- 8- 0 14- 2- 6 sec. 3.2.4 of TPI-1-02, for joint(s): This truss has been designed a ao individual building component inaccord anc.with ANSVrPII.2002and Bid Type. encl L. 58.0 ft W. 40.0 ft Truss BC 48.01 20- 3- 0 27- 4- 0 11 NDS-02 to be imorporatd u pan ofthe boiwing design in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pof - Webs Brace Pt Joint to Joint ----MAX. REACTIONS PER BEARING LOCATION ----- bya861dingDeagav(.&endarchitect or Impact Resistant Covering and/or Glazing Req 1/2 3-11,5-11 %-Loc BSet Vert Horiz Uplift Y Type professionalmginea). When reviewed for appmvalby FORCES (lb) - Max Compression/Max Tension Bracing shown is for visual purposes only. 0- 4- 0 1 748 0 -419 B Pin the building designer. the design loadings shown mat be checked tobesure Nnthe data shown are inagsecemon TOP CHORD 1-2.-1538/625,2-3.-663/221, ® 1x4 continuous lateral bracing attached with 20- 4-12 1 2228 0 -964 B H Roll w with the lobuilingcodeslocalclimn;crecodsfor 3-4.-425/1302,4-5.-425/1302,5-6.-492/317, 2- lid nails each member where shown.Bracing 39- 8- 0 1 708 0 -400 B H Roll wind or sooty loads. project specifications or special 6-7.-1415/565, MUST be positioned to provide equal unbraeed PROVIDE UPLIFT CONNECTION PER SCHEDULE .Wind lods.thlmsbowawsshasnot been designed HOT CHORD 14-0.-387/951,0-13.-457/1375, segments OR 2x4 'T• brace may be nailed flat ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously 13-12.-459/1383,12-11.-174/558, to edge of web with 12d nails spaced 81 o.c. 1- 2 -1538 0.41 A 14- 0 951 0.29 braced bymeawingartless abawiseWmilicd where 11-10.-263/400,10-9.-404/1269,9-0.-403/1265, Brace moat extend at least 90% of web length 2- 3 -663 0.45 A 0-13 1375 0.36 bouomchords intcrsiwweonafhllybraced tumlyby1 0-8.-354/885, 2x6 Brace required on any web exceeding 141. 3- 4 1302 0.79 A 13-12 1383 0.58 property applied ng,dcetlmgt6eyshould bebraced aa Webs 13-2.-3/202,2-12.-818/514, WEB. ..PORCH..CSI. Cr WEB. ..FORCE..CSI. Cr 4- 5 1302 0.79 A 12-11 558 0.55 maalmum spacing of L V-0' o.c. Counectorplatessball be 3-12.-109/643,3-11.-1741/789,11-4.-417/302, 13- 2 202 0.06 C 10- 5 595 0.19 C 5- 6 -492 0.38 A 11-10 400 0.52 manaGctured hom20 gauge but dipped galvanized sled meeting ASTM A 653. Grade 40. adm otherwise shown. 11-5.-1581/722,10-5.-97/595,10-6.-873/536, 2-12 -818 0.58 C 10- 6 -873 0.61 C 6- 7 -1415 0.41 A 10- 9 1269 0.53 6-9.0/217,0-0.-77/389,0-0.-56/346, 3-12 643 0.21 C 6- 9 217 0.07 C 9- 0 1265 0.33 FABRICATION NOTES --------GLOBAL MAX DEFLECTIONS--------- 3-11 -1741 0.89 C 0- 0 389 0.32 C 0- 8 885 0.26 him to fabrication, the fabricator shall rmm this LL TL 11- 4 -417 0.12 C 0- 0 346 0.28 C drawing lovmfy that this drawing is m..formance with in./Ratio in./Ratio Jnt(s). 11- 5 -1581 0.80 C the fabricators plans and to realize a continuing I.S as -0. 11/999-0.33/710 4-3 D responsibility for such vaifeation. Any disacl mcia are to be pat in writing before cutting or fabrication. Plates Horiz . 0.05 0.11 NA shall not be installed ova ►nothola knots or dinmtod Max DL Deflection L/999 . -0.22 grain. Members shall be cut for tight fitting wood to wood Long term deflection factor . 1.50 bearing. Connector plate shall be located on both faces of 14-0-0 13-0-0 the truss with nail, fully imbedded and shall be sym alum 13-0-0 the joint unless otherwise shown. A Sxa plate is 5' wide a 6 7 a' long. A 618 plate is 6' wide a 8' long. Sloe (boles) 1 2 3 4 5 inn parallel to the plate imp specified. Double cuts on web members shall mca at the comoid of the web: unless 6.00mnot �'oo otherwise shown. Comgrans we plate graate mlm sins based oa the forces show and may need to be 5X6 increased fm certain handling andlor aectmn stresses. This truss i, out to be fabricated with foe rcurdam treated 5x6 2x4 lumber unless otherwise shown. Pow additional inforwtion not Quality Control refer to ANSIfrPI 1-2002 PRECAUTIONARY NOTES 3x4 3x4 All bracing and esectiw rsomm.odauens ere to be 7-3-3 7-0-6 followed in accordance wim'Handliog. lostdling and 3x4 Bracing'. HIB-91. Trusses are to be be handled with 3x4 4x8 6x 1 particular use during banding andun bdling. delney and 3x4 6- 6 l2 3x4 0-6-6 I- installation toavoid damage. Temporary and permanent0- Sx6 3- - 6 5x6 bracing for holding mrsses in a straight and Plumb x4 2x4 position and for misting lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary 3.00 action for mosses requires such temporary bracing during installation be- trusses on ,wid toppling and domiaoiug. The mpmision of erection of unsses shall be under the control of pamm atpaieced in the 0-8-0 0-8-0 installation of oast.: professional advice shall be ,ought if trended. Cooxmrvion of constmaion lads greater than 14-2-6 7" 1 0 t 12- 8-0 to design loads ,hall not be applied trusses me al any ti. No loads other than the weight of the aectora shall be 7 13-1-8 2228 13-9-0 13-1-8 001e applied to trnsus until after all fastening and bracing is 13 2 to 1,68 eon"ad. a1n- 40-0 COSMETIC PLATES %�41tv4) 2x4 (4) 3x4 4-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO B8 GIVEN TO ERECTING CONTRACTOR. BRACING wARNINO: Ma ron da Systems Bracing shown un this drawing is not eteaioo bracing. wind ling de Donal bracing nc own is bracing which is • pan of the building desigtr and wtich mast lot COn,idaed by the building designs. Bracing shown is for lateral mppon of truss m®loaf only to reduce buklmg length. provisions mat be made to anchor lateral bracing at ads and specified foemn determined by the bailding designs. Additional bracing of Ne overall mncmre may be required. (See wB-91 of TPI).Far specific truss bracing requirements, contact building designa.(Tmss Plate Imtimoc TPI is locoed at 583 4005 MARONDA WAY D000rrioDrive. Madison. Wisconsin 53719} Sanford, FL. 32771 (407) 32, -0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MOOOS00681 307 Medamon FL Chukwta, FL 32796 Over 3 Supports Scale -0.1513 Eng Job: WO: COVR4 Dwg: TI: B6 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Pit 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 oaf v4.7.21-1234i Design: Matrix Analysis rrviiaa raw: .......- --se- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B7 Qty:l 1 DESIGN INFORMATION This design is for m individual building eomponant and has ban based m information pmided by the client. The design. disclaims any responsibility for damages as a result of faulty or incorrect information, speeifxatiom minor designs famished in the buss designer by the client and correctness eecin aernncy of this infomatiat as it may rdaa to a specific project and accepts m rapmaTaility or aacises m control with regard to fabrication handling shipmm and installation of "serer This toss has been designed as an individual building computers in accordance rim ANSVfPI 1.2002 and NDS-02 in be incorporated as pat of the building design by a Building Dmgn. (registered architeet in professional eruginaa). When reviewed for approval by the building designer. the design loadings mown must be checked to be sure that the data sbowv at in agreement with the local building coda. local climatic records for wind or sow bads, project specifications or special applied bads. Unless shows bun has nut beau designed for storage or occupancy bads. The design assumes compression chords (top or broom) are continuously braced by sheathing colas otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling they should be braced at a maximum spacing of ts-0' o.e. Connector platesshall be manufactured from 20 gauge hot dipped galvanized sseel meetita AST M A 653. Grade 44 unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricated shall review this drawing on verify that this dewing is in confemance with the falni"wes plans and to realize a emtiming responsibility for such vaifnation. Any discrepancies are to be pot in writing before caning or fabrication. Plates shall nut be installed ova kmtbol4 knots w distorted gain. Mambas shall be m foe tight fatting wood to weed bearing Connector plates shill be bated on bah Um of the tam with nad. fully imbedded and shaO be sync. about the joint oolm otherwise mown. A 50 plate is 5' wide a a- long. A 6xg plate is 6' wide x 8' long. Slots (bola) mo paralld to the plate length specified. Double cuts on web members mill mast a the cmtroid of the webs unless otherwise mown. Crmectar plate siza ate minimum sizes based m the forea mown and may teed to be increased for certain handling and/or erection mono. This toss is nut to be fabricated with fare retardant crucial lumber unless otherwise mown For additional information on Quality Comml refs to ANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing and auction reco omeodatims are to be followed in accordance wilt "Handling Installing and aracing-. IBB-91. Trwsses are in be handled with pan adar ail during banding and bundling. delivery and installation on avoid damage. Temporary and Pesmaom bracing for holding m osta in a straight and plumb position and for resisting hail fotra mall be designed and installed by ash- Careful handling is -1 al and auction bracing is always required. Normal precautionary action for masses requires inch temporary bracing during installation between msses in avoid tippling and detonating The svpavision of erectiot of trusses mill be under the crawl of p.mm aperimced in the innallat;m of tonnes. Pofemoml advice mall be songbi a rrended. Cm®tn:im .rear amain loam gram than the design loads mill o% be apWvd in comes; at any time. No loam other than the weigm of the satin mall be applied in masses until after .11 listening and bracing is completed. TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3-14,6-12,17-17 9- 910- 010- 010- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Hxp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1556 0.33 A 17- 0 948 0.29 2- 3 -941 0.30 A 0-16 1385 0.44 3- 4 592 0.39 A 16-15 1405 0.47 4- 5 1667 0.61 A 15-14 816 0.36 5- 6 730 0.45 A 14-13 -627 0.30 6- 7 -808 0.31 A 13-12 -793 0.36 7- 8 -1447 0.32 A 12-11 696 0.34 11-10 1305 0.43 10- 0 1288 0.38 0- 9 889 0.26 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.09/999-0.26/905 15-16 Horiz. 0.05 0.10 NA Max DL Deflection L/999.- -0.17 Long term deflection factor . 1.50 6-3-3 a6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.0" 20- 3- 0 27- 4- 0 Bracing shown is for visual purposes only. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 747 0 -430 B Pin 20- 4-12 1 2223 0 -962 B H Roll 39- 8- 0 1 711 0 -411 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 16- 2 139 0.04 C 5-12 787 0.25 C 2-15 -580 0.35 C 12- 6 -1269 0.90 C 3-15 602 0.19 C 11- 6 576 0.18 C 3-14 -1179 0.83 C 11- 7 -609 0.36 C 14- 4 756 0.24 C 7-10 144 0.05 C 4-13 -1527 0.65 C 0- 0 410 0.36 C 13- 5 -1397 0.48 C 0- 0 371 0.32 C .. ...... v�......Joint Locations ......... 1)0- 0- 0 7) 34- 6- 0 13) 20- 4-12 2) 5- 6- 0 8) 40- 0- 0 14) 17- 0- 0 3) 11- 0- 0 9) 40- 0- 0 15) 11- 1- 8 4) 17- 0- 0 10) 34- 6- 0 16) 5- 6- 0 5) 23- 0- 0 11) 28-10- 8 17) 0- 0- 0 6) 29- 0- 0 12) 23- 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): 5,14 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1556/678,2-3.-941/356, 3-4.-108/592,4-5.-627/1667,5-6.-208/730, 6-7.-808/282,7-8.-1447/619, HOT CHORD 17-0.-401/948,0-16.-515/1385, 16-15.-524/1405,15-14.-68/816,14-13.-627/462, 13-12.-793/563,12-11.-132/696, 11-10.-469/1305,10-0.-462/1288,0-9.-369/889, Webs 16-2.-17/139,2-15.-580/426, 3-15.-135/602,3-14.-1179/571,14-4.-247/756, 4-13.-1527/685,13-5.-1397/633,5-12.-266/787, 12-6.-1269/609,11-6.-121/576,11-7.-609/439, 7-10.-12/144,0-0.-118/410,0-0.-98/371, 11-0-0 18-0-0 11-0-0 1 2 3 4 5 6 7 8 6.00 6.00 3.00 1 -3.00 747 14- 2- 6 2223# 1 11-1-8 17-9-1 (Rb-11-12) COSMETIC PLATES (4)3X6 (44)2X4 (4)3X4 40-0 it 0-Olt Cal.: 20- 4-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHRRT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a ro n d a Systems Bracing shown outthis dining is not erection bating wind besting portal lining insimilar bracing which is a pan of the building design and which most be considered by the building designer. Bracing mown is for lalm support of base mmbas only in reduce buckling length. Provl9am meta be made to anchor Waal bracing a endsand specified locations determined by the building designer. Additional bracing of the ovenB strmmre may be required. (See NIB-91 of TPI).Foa specific tress bracing tugohmanta comae building dcdgn..(Trests Mae Ioai- TPI is located a 593 400S MARONDA WAY D'Onnftio Drive. Madison. Wisconsin 5371n Sanford, FL_ 327771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Meda Son FL Ctadlsotaa FL 32764 6-0-6 a6 6 8-0 -12) Over 3 Supports Scale =0.1585 Eng Job: WO: COVR4 Dwg: TI: B7 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Designs Matrix Analysis rrorlle rate: n r\or.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B8 Qty:l -I DESIGN INFORMATION This design is Ibr an individual building eompouat and has been based on information presided by the diem. The designer disclaims any responsibility fa damages as a resah of f chy or incorrect inibneodion, specifrations and/or design Ibraimed to the ban designer by the cliem and the correcgnm on aamacy of this information as it may relate m a specific project and accepts on responsibility a exercises on enamel with regard m fabrication. handling shipment and iastalladan of aussm This ben has been designed a an individual building compoom in accord wild ANSVDPI 1.2002 and NDS-02 to be iucmpaucd as pat of the building design by a Building Desigmer (regisaced architect on pofeaiooal aginm). Wba «viewed fm app ,.l by the building resigner. the design loadings sbaw mug be chocked to be sore that the data shown are in agromem with the local building codalocal climatic records for wind or mow lad& project specifications or special applied bads. Uclm showa nasal has all been designed for sgorage or occupancy bads The design assumes compression chords pop or be=) are continuously braced by m ling calm a6awise specified Wbm bottom clads in unsion use, ant fatly braced laterally by ■ properly applied rigid ceiling they tboold be braced a a maximum spacing of 101-0' O.C. Coonector plan shall be manufactured ftem 20 gauge hm dipped galvanized gal mectima ASTM A 633. Grade 40. ondm otherwise show. FABRICATION NOTES Rim to fabrication the fabricator than review this drawing to verify that this drawing is in conformance with the fabrie,mra plans and m real;:n s eem;®�ins rapenowity fen such veri6casiom. Any, dicrepancia are to be put in -iting before caning or fabrication. Plan dual ens be installed ova botbola, tams or d;ttorged grain. Mews shall be .I for tigba fining wood In wood boring Connector plan shall be bated on bah fan of the tam withna;la hillyi nhedded and shad be sym. about the joint ondm otherwise showy. A 50 plate is 5' wide a 4' long A 6x8 plate is 6' wide x 8' long Slm (holes) ran parallel to the pine length specified Double cats o0 ads members dhall men a the caaoid of the webs uadm otherwise mow. Cnuneezer plate use are min;mom am based on the force mount ad may need m be increased fen ea= handbag and/or trauma Lames. This trw is cot to be fabricated with fire retardant bated lumber unless otherwise dhow. Fos additional is ...tioo 0o Quality Control ref. to ANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing a.e.ectinu recommendations ere to be followed in accordance with'Haadling. Installing and Bracing. MB-91. Truss ere m be handled with pan;.rw are during bane na .m b.dling d ih y and ;astallati m to awid damage. Temporary and pomaam lowing fen balding manes in a straight and plumb position and ran ra;aina taera forces mall be designed and mgalled by others. Careful handling is ­0 A and ermine bracing u always rcye ,ea. Normal pream;omay action fen Uosscs require mch temporary bracing do mug between asses to mid toppling and domimin& The supervision of esarioo of braes sbau be order the cannot of persons experienced in (be iaexaBainu oftmam Professional advice mall be son& ;f amdcd cocu anraba ofcomanratoa lead, ppata than the mien add shall not be applied to nun aces; a nay time. No loads other than the weigbl of the erectors mill be applied to wan mad after all fattening and bracing is completed. TC: 2x 6 SP #2 2x 8 SP #2 3- 5,5- 7 BC: 2x 6 SP #2 WB: 2x 4 SP 03 2x 4 SP #2 0- 010- 010- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, CeC, 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, TCDLw 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1775/852,2-3.-1401/615, 3-4.-707/252,4-5.-570/1502,5-6.-575/1511, 6-7.-504/351,7-8.-1258/544,8-9.-1657/794, HOT CHORD 18-17.-683/1586,17-16.-689/1597, 16-15.-337/1270,15-14.-272/619, 14-13w-402/418,13-12.-271/1140, 12-11.-636/1490,11-10.-631/1481, Webs 17-2.-17/120,2-16.-331/330, 3-16.-205/611,3-15.-763/398,15-4.-127/524, 4-14.-1902/866,5-14.-354/215,14-6.-1696/783, 6-13.-145/539,13-7.-858/434,12-7.-190/586, 12-8.-361/343,8-11.-14/117, Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.0" 20- 3- 0 27- 4- 0 Webs Brace Pt Joint to Joint 1/2 4-14 Bracing shown is for visual purposes only. 1%4 continuous lateral bracing attached with 2- lld nails each -amber where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 IT" brace may be nailed flat to edge of web with 12d nails spaced 81 o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 14'. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 17- 2 120 0.04 C 14- 6 -1696 1.00 C 2-16 -331 0.11 C 6-13 539 0.17 C 3-16 611 0.20 C 13- 7 -858 0.56 C 3-15 -763 0.50 C 12- 7 586 0.19 C 15- 4 524 0.17 C 12- 8 -361 0.12 C 4-14 -1902 0.79 C 8-11 117 0.04 C 5-14 -354 0.07 C .............. Joint Locations -------- .------ 1)0-0-7) 31- 0- 0 13) 25- 6- 0 2) 5- 0-14 8) 34-11- 2 14) 20- 4- 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- 4- 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 ----MA%. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 785 0 -472 B Pin 20- 4-12 1 2116 0 -896 B H Roll 39- 8- 0 1 748 0 -454 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1775 0.16 A 18-17 1586 0.31 2- 3 -1401 0.13 A 17-16 1597 0.31 3- 4 -707 0.10 A 16-15 1270 0.25 4- 5 1502 0.34 A 15-14 619 0.26 5- 6 1511 0.35 A 14-13 418 0.24 6- 7 -504 0.10 A 13-12 1140 0.23 7- 8 -1258 0.12 A 12-11 1490 0.28 8- 9 -1657 0.16 A 11-10 1481 0.27 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.05/999-0.15/999 16-17 Horiz. 0.05 0.10 NA Max DL Deflection L/999 . -0.10 Long term deflection factor . 1.50 9-0-0 22- 0- 0 9-0-0 1 2 3 4 5 6 7 8 9 6. 00 c-o 6.00 1 5-0-6 a6-6 Face = U- z- 8 0-8-0as8 14 2-6 211 Pq 7-1-0 12-8-0 „ 9-1-8 21- 9- 0 9-1-8 8 7 6 5 _ _4 13 2 11 0_- �RO-3-9� COSMETIC PLATE (4)3% (44)2B4 (4)3%4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTRS ON THIS SHEET. A COPY OF THIS DRAWING TO BE OIvBN TO ERECTING CONTRACTOR. BRACING WARNING: Ma non der Systems ing mount on this drawing is ant craLiMn bracing wend bracing portal bracing a sm ilar bracing which a a pal of Bethbaiding desi® and which must be considered by the building designer. Bracing showy is fen lava! support ofm bu members only m reduce buckling length. Provisions mug be made m anchor lam' bracing a cods ad specified )j laatiou dmm;nea by the building d®gma. Additional bracing ofthe overall structure may be required. (Sec HDB-91 of TP[).For rya;Bc ben bracing rcqulemcros. counsel build; vg desiga..(Trass Ram 1­;­ TPI is located a 583 4005 MARONDA WAY D'Ouoffio Dote. Madison. Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 MedrAoe PL Chulnotal, FL 32760 9) Over 3 Supports Scale ea 0.1558 Eng Job: WO: COVR4 Dwg: TI: B8 Dsgnr:TLY Chk: 9/16/2005 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: PLA Design: Matrix. Analysis rroxiie raen: e.:xsaa-wnSnmaRSuvun xa.vvww5a.a..aa...... sv sxF. y- Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:139 Qty:l 'I DESIGN INFORMATION ibis design is for an individual building component and has bur: based on information provided by the eliem. The design. disclaims any responsibility for damages a a ronh of faulty or iorm ens infamatioo. specifications and/or designs (maimed to the hats designer by the client and the a areeInen or accuracy of this information a it may relate to a specific project and accepts on responsibility or ==iso can enamel with regard to fabrication. handling. shipment and installation of crosses. This truss has been designed as an individual building component in atxmdmce with ANSVTPI 1-2002 and NDS•02 W be incorporated as pan of the building design by a Building Designer (registered architect en professional .tgme.). when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data mown are in agreement with the local building codes, local climatic records fro wind or snow loads, project specifications sir special applied loads. Unlm shown muss bat not been designed fro storage or occupancy loads. ibe design assumes compression chords (top or banns) are continuously braced by sheathing unless otherwise specified. where bottom chords in lemsim arc rot fully braced laterally by a property applied rigid ceiling. they should be braced at a maaimnm spacing of I0'.T c.c. Connector plates shall be manufactured from 20 gange rot dipped galvanized nod meeting ASTM A 653. Grade 44 unless otherwise shows FABRICATION NOTES Prior to fabrication. the fabricator shall renew this drawing to verify West this drawing is in conformance with the fabricators plain and to realize a continuing responsibility for web verification. Any discrepancies use to be pm in writing before coning or fabrication. Plates mall rat be installed over knotholes, knots or diaoreed grain. Members "I be an for tight fitting wood In wood bearing. contactor plaid shall be located on both laces of the truss with mils f ally imbddcd ad shall be s5m. about the joint unless otherwise mown. A 5s4 plate is 5' wide a 4- lung. A 6.8 pine is 6- wide a 8' long. Slots (bola) rot pwa lel to the plate lcuO specified. Double cutsm web members shall meet as the cmvoid of the webs mien otherwise sbowa Conoco or plate size are minimum sizes based on the forces shown and my need to be increased fro certain handling and/or erection stresses. This no is not to be fabricated with fnrc retardant mewed lumber unless otherwise shown For additional information on Quality Control refer to ANSVTPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Hmdlin& [mulling and Bracing'. MR-91. Trusw are to be handled with pani.dar - during banding and bundlin& dcl-yy and installation w avid damage. Temporary and permanent bracing fro holding trusty in a straight and Plumb position and for resisting lateral fortes shall be designed and installed by others. Carefal hadling is essential and traction bracing is ]way; -juired. Normal precautionary action fro cruses rerprism such temporary bracing during imullat;m between musses to mid toppling and deniuoing. The wpc, iu m oferation ofwsses shah be oiler the control of persons aep.ie aced in the installation of trusses. professional ,mice snug be sought if verded. concemnt;m Of eanstnserion loads greater than the design Inds mall rat be applied to trusses at any time. No loads other than the weight of the craters mall be applied to vanes until after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3-15,4-14,7-13 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft. i. 1.00, Exp.Cat. B, Kztw 1.0 Bid Type. encl Le 58.0 ft W. 40.0 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1825/931,2-3.-1813/847, 3-4.-1243/478,4-5.-503/1368,5-6.-509/1377, 6-7.-1022/372,7-8.-1689/785,8-9.-1725/881, HOT CHORD 18-17.-757/1616,17-16.-772/1649, 16-15.-585/1649,15-14.-256/1122, 14-13.-171/902,13-12.-529/1537, 12-11.-727/1557,11-10.-713/1527, Webs 17-2e-36/103,2-16.-36/159, 3-16.-220/622,3-15.-586/354,15-4.-53/424, 4-14w-2283/1016,5-14.-285/212,14-6.-2039/919, 6-13w-70/439,13-7.-725/405,12-7.-207/599, 12-8.-49/171,8-11.-31/100, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span-0.08/999-0.23/999 4-3 Horiz. 0.06 0.12 NA Max DL Deflection L/999 . -0.15 Long term deflection factor . 1.50 T 4-1-12 0-6- 6 1 f Face = 0. 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. Bracing Schedula: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.0" 20- 3- 0 27- 4- 0 Webs Brace Pt Joint to Joint 1/2 4-14,6-14 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- 1ld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 IT" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 17- 2 103 0.03 C 14- 6 -2039 0.71 C 2-16 159 0.05 C 6-13 439 0.14 C 3-16 622 0.20 C 13- 7 -725 0.62 C 3-15 -586 0.50 C 12- 7 599 0.19 C 15- 4 424 0.14 C 12- 8 171 0.05 C 4-14 -2283 0.85 C 8-11 100 0.03 C 5-14 -285 0.05 C ...we .........Joint Locations ............... 1)0- 0- 0 7) 33- 0- 0 13) 26- 0- 2 2) 4- 0-14 8) 35-11- 2 14) 20- 4- 0 3) 7- 0- 0 9) 40- 0- 0 15) 14- 1-14 4) 14- 1-14 10) 40- 0- 0 16) 7- 1- 8 5) 20- 4- 0 11) 35-11- 2 17) 4- 0-14 6) 25-10- 6 12) 32-10- 8 is) 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): 4.6,14 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC HSet Vert Horiz Uplift Y Type 0- 4- 0 1 818 0 -504 B Pin 20- 4-12 1 2015 0 -823 B H Roll 39- 8- 0 1 785 0 -487 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1825 0.17 A 18-17 1616 0.33 2- 3 -1813 0.15 A 17-16 1649 0.33 3- 4 -1243 0.22 A 16-15 1649 0.36 4- 5 1368 0.38 A 15-14 1122 0.36 5- 6 1377 0.38 A 14-13 902 0.33 6- 7 -1022 0.22 A 13-12 1537 0.34 7- 8 -1689 0.15 A 12-11 1557 0.30 8- 9 -1725 0.16 A 11-10 1527 0.30 7-0-0 26- 0- 0 7-0-0 1 2 3 4 5 6 7 8 9 6.00 0-8-0 81 14-2-6 201 L •_ 7-1-8 V 25- (110. 3- 9) COSMETIC PLATES (4)3X6 (44)2X4 (4)3X4 -6.00 c..o T 0-6-6 4-0-6 t I Face = 0. 2- 8 8-0 7- 7- 1- 0 12-8-0 so a rr EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHBRT. A COPY OF THIS DRAWING TO BE GIVEN TO IRECTZI CONTRACTOR, BRACING WARNING: FMaronda Systems Bracing shown onthis dunwingisMc>ectimbmdn. wind bradnAportal bowing o<°whtdwh ich the building design and which most be considered by the building designer. Bracing sbowo is for lateral support of troll members only m reduce buckling length. Provisions must be made to anchor bleN bracing at ends and specified locations determbed by the building designer. Additional bracing of We overall structure may be respired. (Sat MB-91 of TPO.F. spaifa tress bracing r.umms, eecomae building desigoer.(Truss Plate Institute. TPI is located at 583 4005 MARONDA WAY DOm0io Drive. Madison. wiswnsiu 53719). Samford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 367 Meda(Bon PL Chukwt % FL 32760 9) Over 3 Supports Scale = 0.1585 Eng Job: WO: COVK4 Dwg: TI: B9 Dsgnr:TLY Chk: 9/16/2005 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 EC Dead 10.0 psf Code: FLA Design: Matrix Analysis rroule race: Is%.... wnknu•atuaaue ta.w n+v..vvinaa•vw .. +vo�.y.v Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:C3 Qty:l i DESIGN INFORMATION This design is for an individual wilding component and has been bused on infmota:ioo plaided by the lino. The designer disclaims my responsibility for damages as a mall of faulty a meat. mfmmation. specifications =&a designs furnished to the treat designer by the client and the correctness or =buy of this infmmafion a it may relate to a specific project and accepts no responsibility or exacites on cantrol with regard to fAmatioa handlity, shipment and instailanoo of trusses. This trust has been designed a an individual wiklivg componm in accordance witb ANSVfPI I.2002 and NDS-W to be incorporated a pan of the building design by a Building Designer (registered architect or prefasioml eoginces). When reviewed for approval by the wilting designer, the design loading shown most be checked m be su c that the data sbo are in agreement with the local wilding codes local climatic records Cor wind or snow bads. project specifications or special applied bads. Unless sbowa truss has net bcm des;goad fm storage a occupancy loads. The design ass®a compression chords (top a honest) are motmootedy braced by sheathing maim odes specified. Wbm bottom chords in tension are not,ally braced laterally by a properly applied rigid ceiling, they should be braced to ■ maximum spacing of 104• o.c. Co®atm plates shall be mumfYmred Bons 20 gauge but dipped galVarnlnd ash mating AM A 633. Grade 0A unless othe vise shown FABRICATION NOTES prior m famicnim the fabricator mall review• this drawing to verify that this drawing is in confmmance with the fabriumes plans and to realize a continuing re sponubiliry IM such verification. Adiscrepancies are to be pa: in writing believe inning a fabrication. Plan mall not be installed over knotholes. krnts a distorted gain. Membens shall be m for tighs fitting wood to wood bearing. Connector plata shall be bared on both fans of the trust wins nails fully imbedded and mall be sym. abed the joint unless otherwise mown A 30 plate is 5• wide s V long. A 6ag plate is 6• wide a g• long. Slots (bola) red parallel to the Plate Imgth specified. Double cuts on web members mall meet at the cmmid of the webs enless otherwise mown. Camecta plane aiM ere minimum siza based on the foma showy and may need to be increased for certain handling and/or cation strata. This trust if ore to be fabricated with fire madam trc led lumber unless otherwise dsowa For additiomal infamatimm em Qmilmy Camml refs m ANSIrM 1-2002 PRECAUTIONARY NOTES All bracing and erectim recommmdaims are to be followed in aaadame with •Handfin& leaning and Bracing•. tnB-91. Trusses - to be handled with particular are during baodlng and bundling, delivery and installation to avoid damage. Temporary and Permanent bracing fa bolding boats in a maight and plumb position and rbr resisting tweral fovea shall be designed and installed by others. Careful handling is a uial and aectim bracing is atwats regrind. Normal psmsnimary actu m for tresto requires such temporary bracing d.W i s n,ion bawean strata to avoid toppling and &- in& The upavisios of aatim of uasse, shill be dada the control of pserwa experienced in the ivsWIstim of trusses. Professional advice shall be soaght if Deeded. Coocc mamum of eonnamaim loads gseatcr than the design lords shall not be applied m crown a any time. No load$ other than me weight ofthc erector, mall be applied to mats moil arts all faamittg and bracing a completed. TC: 2x 4 SP 02 BC: 2x 4 SP #1 D WE: 2x 4 SP #3 WOO: 2x 4 SP 02 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 51 0" open jacks (no webs) across center and Hip Jack Truss framed to BC In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4,6,8 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.-598/1843, Webs 2-8.-78/796,8-3.-608/256, 3-7.-134/164,7-4.-112/907,4-6.-2134/692, 6-5.-158/100, 3-3-3 0-6-6 1 t (1: 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. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 58.0 ft W. 19.7 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 4- 6 Bracing shown is for visual purposes only. 184 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 wTw brace may be nailed flat to edge of web with 12d nails spaced 81 o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. .WEB. ..PORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 2- 8 796 0.26 C 7- 4 907 0.29 C 8- 3 -608 0.34 C 4- 6 -2134 0.45 C 3- 7 164 0.05 C 6- 5 -158 0.13 C ..............Joint Locations --------­-­ 1) 0- 0- 0 4) 14- 9- 5 7) 12- 4- 0 2) 5- 0- 0 5) 19- 8- 0 8) 5- 0- 0 3) 9-10-11 6) 19- 8- 0 9) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLP 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 LES Location BC Vert L+D -255 5- 0- 0 ----MA%. REACTIONS PER BEARING LOCATION----- %-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. ..PORCE..CSI. Cr ..BC. ..PORCE..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 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.19/999-0.38/594 7-8 Horiz. -0.04 -0.08 NA Max DL Deflection L/999 . -0.19 Long term deflection factor . 1.50 5-0-0 14- 8- 0 1 2 3 4 5 6.00 1407# 8.00" bib 2-10- 3 3- 0- 6 M 1434## 4.00" 19-8-0 9 8 7 6 (10 19-8-0 EXCEPT AS SHOWN LA�SS)ARB MiTek MT20 255•3# Scale=0.2965 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO HRECTZHG CONTRACTOR. BRACZNO WARNINGS Dwg: TI: C3 CMa:ronda Systems t'hlb gab 9mmlfmawmgamlaaiambfd"bytwtndb'inad Paa.lk ins ga-isfwl--I ehlfaPan Of r:TLY Chk: 9/16/2005 me widng a� and w� coma he ensiled by m< baildiag daisies. eraelog mawm n ra latesal:eAPm: armor � rumbas only m rtdnce baklivg Imgth. Rovisioms mesa he made to anchor lateral bracing ar ads and specified locations del= ned by the wilding designer. Additional bracing of the overall manure may be t iaued. (Sat H[B.91 TC Live 16.0 psf Lbr DF : 1.25 of TPI).Fa specific loco bracing requirements. contact building daigoa.(Troa Plan ltmiorM TM is located a 593 TC Dead 7 . 0 psf P l t DF : 1.25 400S MARONDA WAY D'Ouosiu Drive. Madison, Wisconsin 53719). O.C.e 2- 0- 0 Sanford, FL.32771 BC Live 10.0 psf (407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOM/lS PONCE P.E. LICENSE 000050068 BC Dead 10.0 psf Code: FLA 307 Medim+ FL ChtAgeta , FL 32766 ITOTAL 43.0 psf v4.7 .21-12350 Designs Matrix Analysis Prorlle rain: c:\rum-s,vA\worxWws\tvvny\wvansarvn A m\u.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:D1 Qty:2 'I DESIGN INFORMATION This design is far an iodividwl building component and has been based on information provided by the thou. The dmgna disclaims any responsibility for damages a . result of faulty or incorrect information specireatiom and/or design Thrmimd to the ausa designer by the client .ad the cornecmm ca accuracy of this information as it may refuse to a specific project and accepts m respoombiliry or aaciscs no coastal ed l with reamm fibricatioa hsn0m& shipment and usnallalase of trueses. This tress has been designed a an individual building compooeat in accordance with ANSVfPI 1-2002 and NDS-o2 w be ircapmmed a pan of due building design by a Building Designer (registered architect or professional mgmeeer). When reviewed for ggrmll by the building designer. the design loadings shown mom be checked to be mrc Was the data mown are in agreement with the loth building codes, local climatic records for wind or mow loaf, project specifcatiom a special applied bads. Unless smwa anss has ors been designed for swage or occupancy bads. The design .ssuma cumpessam chords (top or bottom) are eomimonsly braced by meadsirg unless otherwise specified Whore bantam chords in tension arc not fury braced laterally by a p sperty applied rigid ceiling, they should be braced at ■ maximum spacing of 10F.V o.c. Connector plate$ shall be maoufactm ed from 20 Sop but dipped gal -wired steel meeting ASTM A 653, Grade 4 anlm otherwise sbown. FABRICATION NOTES Rim to fabrication the fabricator shall review this drawing to verify that this drawing is in eoaform.ece with the fawicstoes plans and to rGlin a mntinuimg rapossed y for sorb verification. Any dtsercl a se aft to be pat in writing before mains or fabricftim. Plata .hall not be installed over lvothda, knots or diaortrd gain. Members shall be an for tight filling wood to wood haring. Connor plates shay be locals on both faces of the ones with oars folly imbdded and oral be ens. abet the joint ttdm otherwise mown A 5x4 plate if 5' wide a C long. A 6a8 plate is 6' wide x S' long. Slob (bola) rem parallelm the ptate laugh specified. Double cds ou web members shall meet at the cmboid of the webs undas otherwise shown. Comecw plate sin arc minimum dra baud an the forces sinwo and may need to be i a rinsed for certain handling and/or crectioo anva. This trmo is Oen to be fabricated with lire retardant um l®bet micss otherwise she". Fm additional information on Quality COmml refer to ANS VM 1.2002 PRECAUTIONARY NOTES AD bating and erection recommend" are to be followed in attendance with 'Handling, metalling and Bracing', MR-91. Troasa an to be handled with panimW arc during banding and bundling. dellvery and installation to swid damage. Temporary and permanml bracing fen holding names in a straight and plumb position and fen resisting lam fmrca mall be designed and inmdied by others. Carcfml handling is eesent al and aebion bracing is alump res;msd. Normal preantimnary shoo for muss: rapua smell t®ptary bracing during installation: baween mama to avoid toppling and dominoing. The mpemdm of nationof menses shall be under the control of per experienced in the installation of trm Professional advice mall be sought if oreded Caecmmatim of mmoruetim roads gazer Worm the design bads shall not be applied to tmesa at .my time. No lead, other than the weighs of erectors mall be applied to amour until arm all lamming and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 8- 816- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1319/1168,2-3.-1124/875, 3-4.-1124/875,4-5.-1319/1168, BOT CHORD 8-0.-657/821,0-7.-942/1195, 7-0.-942/1195,0-6.-657/821, Webs 2-7.-159/357,7-3.-409/768, 7-4.-159/357,0-0.-293/337,0-0.-293/337, 4- 5 3 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Escp.Cat. B, Kzt. 1.0 Bld Type. encl L. 66.0 ft W. 14.7 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1319 0.30 A 8- 0 821 0.28 2- 3 -1124 0.29 A 0- 7 1195 0.31 3- 4 -1124 0.29 A 7- 0 1195 0.31 4- 5 -1319 0.30 A 0- 6 821 0.28 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio, in./Ratio Jnt(s). I.Span 0.12/980 0.10/999 4 Soria. -0.05 -0.10 NA Max DL Deflection L/999 . -0.03 Long term deflection factor . 1.50 6.00 4x6 7-4-0 6.00 3.00 1 -3.00 -.� --- ----Joint Locations1) �............... 0-0- 0 4) 11- 0- 0 7) 7- 4- 0 2) 3- 8- 0 5) 14- 8- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 8- 0 In -Plant Quality Assurance with Cq. 1 _ ----MAE. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Hori: 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. 2- 7 357 0.10 C 0- 0 337 0.30 7- 3 768 0.25 C 0- 0 337 0.30 7- 4 357 0.10 C 3- 0-13 4-2-6 0- 8- 0 I 0-8-0 I 671N 8.00" 671# 8.00" 7-4-0 417-4-0 8 7 6 10- 14-8-0 10- O-I I-12) 0-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3410 WARNING: Eng Job: WO: COVK4 READ ALL NOTES ON THIS SHERI. A COPY OF 'THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING NAR 1: Dwg t TI : D1 MBracing saoan an this mewing is ant election bndng. wind bnong. portal bracing or similar bracing whet is ■ part of Da : TLY Chk : 9 / 16 / 2 0 0 5 a lion der Systems We building design and wtich arms be crosldaed by the building designer. Bracing maam is for Wad support of truce �r a- only toredme bmkfimg length P ovWmm stem be made m mtbm tue W bating at tom and spa:ird locations determined by the building designer. Additional bracing of the ovcstructure ucture maybe required. (See WO-91 TC Live 16.0 pef Lbr DF : 1.25 ofTPI).For gtecifc trees bracing regoiremen4 contact building dedgner.(Tress Plate institute. TPI is located at393 TC Dead 7.0 pef Plt DF: 1.25 4005 MARONDA WAY D'OmrioDrive.Madison,Wisconsin53719) O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10.0 psf (407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE M0050068 BC Dead 10.0 psf Code: FLA 367 MadaMon IL ChL&W1zs, FL 227ii I TOTAL 43.0 psf v4 .7 .21-12351 Designs Matrix Analysis Profile Path: C:\TKK-LUK\worx\JODa\t-VVK%\Luv1Ntfrun K %\Ul.prx Job: COVINGTON R 4 Cuetomer:10# UPLIFT D.L. WO:COVR4 TI:D2 Qty:5 I DESIGN INFORMATION This design is for an iodividoal building component ad has been bad on information prb ided by the dim. The dnigoer dueta ins my responw'bility for damages a a remit of faulty or memrm inthrmnioa specifications ad/or design famished to the trust designer by the client and the con¢mea or accuncy of this information in it may rcfine to a specific project and accepts no responsibility or aereises on control with regard to fabrication hailing shipmm and installation of trasia. This tma has been designed as an individual building component in accordance with ANSVr l 1-2002 and NDS-02 to be incorporated a pan of the building design by a Building Designer (registered architect or professional engioca). What reviewed for appoval by the building designer. the designs loadings sttowo most be chcckod to be sure that the data shown are in ape®ent with the local building codes, local climatic records for wind a mow Will. project specifications or special applied bads. Unless shown. miss W not been designed for storage or occupancy bads The design assvma compression chords (top or boom) ere continuously braced by shathmg notes; otherwise specified. Where boom chords in torsion arc not fully braced laterally by ■ property applied rigid calling, they should be basal in ■ -xi um spacing of IO-0' o.c. Coonectcrr Plata "be mmufactured from 20 page but dipped galvauimd steel meeting ASTM A 653. Grade 40. now otherwise showy. FABRICATION NOTES prior to fabrication the fabricamr shaft review this dining to verify that this drawing is in conform u ce with the fabricators plans and to ralin ■ continuing responsibility for such verification. Amy discm7axia are to be pm in writing befbe calling or fabrication. Rana shall our be imtad over potholes, knits or diGmtd grain. Members mall be m for tight fining wood to wood baring Cooneeror plate shill be bated on both fans of the truss with nails fully imbedded and shall be yen. about the join, colas otherwise mow. A Sail pine is P wide a 4' long A 6ag pine is 6' wide a g' kmg Sim (bola) ton patalld in the pine length specified. Doable au on web members shall mat in the eeonoid of the webs mless otherwise shown Connector pine Biro are minimum sires based m the fortes show ad may need to be increased for certain bandlina ad/or erection tveaes Thu uua is not to be fabricated with fee rctadam new !amber unless otherwise mow. For additional information on Quality Cowl refer m ANSVI'PI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommetdniom are in be followed in accordance with 'Handling Installing and Bracing', wB-91. Truax are in be balled with particular are mining binding and bundling deli-y and installationm awid damage. Tmpimary and permmm bracing nor holding cranes in a straight and plumb position and for resisting lateral forces shall be designed ad installed by others Careful handling is ess d- and eroerim bearing is alw131 required. Normal peamionay' action for trusts ropires such temperaty bracing during installation between crassest to avid toppling and dominuing The svpavisim of mcsim of touts mill be side the comol of ptsnns experienced in the installation of worts. Professional advice shall be woo if needed. Cooamratim of mmtmaioa lads greater than the design lids mall eta be applied to busies in any time. No loads other tom the weight orthe erecmrs shaft be applied to banes amil aHer W rast ng and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 02 WB: 2x 4 SP #3 2x 4 SP #2 8- 8,6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2 1276/775,2-3.-1071/576, 3-4w-1068/575,4-5w-1211/781, HOT CHORD 8-0.-422/795,0-7.-609/1157, 7-0.-616/1081,0-6.-375/650, Webs 2-7.-170/247,7-3.-249/715, 7-4.-107/261,0-0.-194/325,0-0.-248/394, 0-8-0 657# 8.00" MULTIPLE LOADS -- This design is the composite result of milltiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. and L. 66.0 ft W. 14.3 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Reg ..TC. ..P0 CE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1276 0.23 A 8- 0 795 0.27 2- 3 -1071 0.24 A 0- 7 1157 0.32 3- 4 -1068 0.25 A 7- 0 1081 0.27 4- 5 -1211 0.30 A 0- 6 650 0.28 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.08/999-0.15/999 4-3 Horiz. 0.05 0.10 NA Max DL Deflection L/999 w -0.07 Long term deflection factor . 1.50 7-4-0 6.00 4x6 7-0-0 -6.00 3.00 1 L:i00 •..... .=... ...Joint Locations -----. ---- l) 0- 0- 0 4) 11- 0- 0 7) 7- 4- 0 2) 3- 8- 0 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 In -Plant Quality Assurance with Cqw 1 ----MAX. REACTIONS PER BEARING LOCATION----- ` X-Loc BSet Vert Soria Uplift Y Type 0- 4- 0 1 657 -8 -439 B Pin 14- 0- 0 1 616 0 -376 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 7 247 0.07 C 0- 0 325 0.29 7- 3 715 0.23 C 0- 0 394 0.38 7- 4 261 0.08 C 3- 0-13 -4-0 616M 8.00" 7-4-0 7-0-0 8 7 6 -10- 14- 4- 0 0-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 r� WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO fig' Maronda Systems ERECTIHO CONTRACTOR. BRACING WARNING: Biasing &hwvon this maw;mgaaecereetbmbr.ring.wind �a.ww�aec��ew�isapansd the bmldmg design =d which man bs CO¢sidered by the building desgoer. Braising mawu a for Wail support of ban DB :TLY Chk: �r members only to reduce hackling length. provisions most be made to mchor Iatcil bracing at ends and specified) Live TC Li16 . 0 8 f P , bc-t determined by the building designer. Additional bracing of the overall macture may he mryir d. (See MB-9I of TPU.rw specirx nun bracing requiremeom contact building detigmer.(Tma Plate hsnimte. TPI is located in 593 DnooeioDrimMadison. Wisconsin s3719) TC Dead 7.0 pe f BC Live 10.0 pef BC Dead 10.0 pef 1 TOTAL 43.0 psi 4005MARONDA WAY Sanford, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00005OD68 367 Medallion FL Chultaetm. FL 32706 4-2-6 Scale = 0.3313 WO: COVX4 TI: D2 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-12355 Design: matrix Anaiyeis rroaaan raw: . s.oa-ww...,.....,.,.. v.....--.----.......,.. .. . -.a.... Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:F Qty:l ' DESIGN INFORMATION This design is fen an individual building component and has bent based = information presided by the client. The design. disclaims any responsibility for damages a a result of faulty a incorrect information specificnions and/or designs famished to the truss designa by the client and the cmramm or accuracy of this inflonutm a it may relate to a specific project and accepts no responsibility or a.cim w comml with regard m fabrication. handling. shipment ad inaallatioo of trusses. This truss has beat designed a an individual building component in ccordaoce with ANSVTPI 1-2002 and NDS-02 to be incorporated a put of the building design by a Building Design. (registered arebit.t or professional engineer). Wben n v med for approval by the building design.. the design loading, due. most be Checked to be fare that Ch. data chow. ate in Wasom with the local building codes local climatic records fen wind or snow loads. prom specifications w Waist .Wind load,. U.1m mown, trey ha not beat designed for storage or occupancy loads The design ayuma compression cbdds (top or bottom) are continuously braced by sheathing unless oth wise specified. Where bottom chords in tension an, our fidty braced latently by a properly applied rigid ceiling, they sbould be bred a a ma.imum spacing of 101-0' o.c. Corrector Plata shall be manalka red from 20 gang, but dipped galvanized Cud meeting ASTM A 633. Conde 4(X udm otherwise show.. FABRICATION NOTES Prim to fabruatioo. the fabricator man tevlew this drawing to verify that this drawing is in courban oath the fahricatoes plans and to realice a cominaiog responn'Di)i7 Cm ouch veriftcati,o. Any discrcpancin m to be put in writing before cutting or fabrication. Plum that not be installed over knotholes. knot; or diuond grain. Members shall be an fm tight fraing wood m wood bearing. Connector pWtn mall be located on both fans of the tam with nails fully imbedded AM OW I be sym. about the joint oulm otherwise mow.. A 50 plate is 5- aide x 4- tno& A fix$ plate is 6- wide x 8- long. Slots (holm) rot parallel to the plate length specified. Doublc cuts on web members mall men to the cemseid of the webs odor mba aia moats. com a nt Plmc sizes.re minimum sines based no the lurea moam and may need to be inuased for certain handling andlor .tenon snr es This tray is not to be fabricated with foe retardant heated lumber uulm oth.aise dram. For additional information no Quality Control refer w ANSI/TPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recnmmen ration, are to be Collowd in accordance with'Hanmiug. Walling and Bracing'. FDB-91. Tnn= are w be handled with pan-W ram during bulling and bundling. delivery and inaallatioo to avoid damage. Temporary and permanent bmity for bolding trusses to a aright and Flomb position and fen resifting Inral fortes dull be desigued snd insulld by others Careful handling is cuanW and .capon bracing is always required. Normal preomiooaty setion for tresses requires such temporary bracing bring imalladoo between messes to awid toppling and dominoing. The supervision of eratim of troves dull be under the control of peons experienced in the imullatioo of Uuyes. Rofnnonal advice dull be suughl if nailed. Conccmmion of cnovuer)ori bads grcu" tban the design loads dell mm be applied to truIIn at any time. No bads other than the weight of the Creams da)1 be applied to Imyn tmW after an (]taming and basing is completed. TC: 2x 4 SP 92 BC: 2sc 6 SP #2 WE: 2x 4 SP #3 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, Rzt. 1.0 Bld Type. part L. 66.0 ft W. 7.9 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf ..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 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 1- 2-12 1 420 0 -638 B Pin 7- 3- 8 1 363 0 -542 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 1 -144 0.07 C 10- 4 57 0.01 C 1-12 160 0.05 C 9- 5 250 0.06 C 12- 2 223 0.06 C 8- 6 299 0.09 C 11- 3 159 0.04 C 7- 6 -360 0.11 C --------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 Horiz. 0.01 0.01 NA Max DL Deflection L/xxx . 0.00 Long term deflection factor . 1.50 3-11-8 3-11-8 1 2 3 4 5 6 6.00 -6.00 4x6 2x4 I q 420N 1.50" 363N 1.50" .............. Joint Locations ............... 1) 0- 0- 8 6) 7-11- 8 11) 2- 0- 0 2) 1- 3- 4 7) 7-11- 8 12) 1- 3- 4 3) 2- 0- 0 8) 7- 3-12 13) 0- 0- 8 4) 4- 0- 0 9) 6- 0- 0 5) 6- 0- 0 10) 4- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-98/116,2-3.-140/219, 3-4.-136/283,4-5.-135/280,5-6.-124/162, HOT CHORD 13-12.-29/39,12-11.-51/101, 11-10.-51/101,10-9.-51/101,9-8u-51/1011 8-7.-29/39, Webs 13-1.-144/134,1-12.-82/160, 12-2.-144/223,11-3.-44/159,10-4.-44/57, 9-5.-100/250,8-6.-153/299,7-6.-360/3071 4 7-11- 0 V �f- . 13 12 11 10 9 8 7 CANT: 1- 2- 0 la 8-0-0 la EXCEPT AS SHOWN PLATES ARE MiTek MT20 ( all-12) WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: MBracing moom m this droving ism accLiun bmdng, nind bracing. ponal bracing or simdlu brining aldch is. pan of Dsgnr : TLY Chk : arsonda Systems - building design and which must be considered by the building daigna. Bracing mow is for lateral support of trey members only to reduce buckling length. provisions men be made to anchor lateral brxing a coda and specified TC Li16 . 0 psf batioms dac mind by the building deign.. Additional bn M of the mend) amen re may be requital. FDLive . (Sec P of TPI .F specific trot bracing requirements. contact building dmgna.(rmss PW c baftme. TPI is located at 583 TC Dead 7.0 psf 4005 MARONDA WAY 170ooftio Drive, Madim Wistansin 33719). Sanford, FL.32771. BC Live 10.0 psf (407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 BC Dead 10.0 psf 367 MedaD3on FL Chilkeofs4 FL 32794 TOTAL 43.0 pS.1 CANT: 0- 6-12 Scale = 0.3245 WO: COVE4 TI: F 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Tf4.7.21-1235= Designs Matrix Analysis Frotlle Yatn: l::\ran-Wes\worn\vsoDe\\.vvnv\v-vvanaavn n w\r.pra Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:F1 Qty:S 1 DESIGN INFORMATION This design is fan an individual building compmram and has been baud on informa ran provided by the die st. The design disclaims my responsibility for damage n a result of faulty or incorrect information, specifications and/or designs famished to the oast designer by the client m comac athe cdrm or curacy of this if -.Bien a it may relate to a specific project and accepts no :espovabiliry or esercim no control with regard to hmieanoa handlingshipment and installation of banes. This cost has been dcdgxd a m individual building component in acmdmce with ANSVCPI 1-2002 and NDS-02 to be incorporated a pat of the building design by a BaiNmg Designer (registered architect or professional engmer). Wben reviewed for approval by the building designer. the design loadings shown must be checked to be tore that the data dhow ate in agreement with the local building code. local climatic recuds for wind or anw bad& project dpocif:ations or special applied loads. Unless shwa truss has cot been designed for aonge or occupancy loads. The design ammo compression chords (mp or bottom) are, comimousty braced by sheathing orders otherwise specified Whose bottom chords in tmvw are am Poly braced hnaally by a properly applied rigid ccilin& they should be braced at a matim� spacing of 19-0' o.c. Comre„M pates mall be mamfactured ft. 20 gauge but dipped galvanical itad meeting ASTM A 653, Grade 4% unless otherwise mown. FABRICATION NOTES Prim to fabricario n, the fahricanr mall review this drawing to verify that this drawing is in conformance with the fabrieatn/t plans and to Kahn a eelamning responabiliry fur such verification. y discrepancies epancies to be put in writing bcfbm caning or fabrication. Plata mall ant be installed over krntbolm kmta or disurned Vain. Members shall be an fan tight fining woad to wood bating. Comnector plan mall be lowed an both flees of the trust with nsds hilly imbedded am shall be sym, about the joint calm mherwise mown A 5a4 plate is 5' wide a 4' bug. A 6.9 plate is 6' wide . r' long Slots (holes) ram parallel to the plate length specified. Doable cats on arch members shall meet a the anneal of the webs calm otherwise shown. Co®ectm pate tines ere minimum sizes bases) on the fence shows and may need to be increased for certain handling and/orsection messes This war is end to be fabricated with fare atadmt treated lumber urdm otherwise mow. For a lflhioml information on Quality Control refer to ANSVfPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations sec to be followed in wood c with'Hamliog. Inwuing and Bracing'. HI13-91. Trusses are, to be handled with particular are during bonding and bundling. delivery and installation to avoid damage. T®pony, and permanent bracing for holding wan in a straight and plumb position and for redoing lascrat floats shall be designed and installed by other Cceftd hurdling is memiai and sermon bracing is always repaired. Normal psnnmionasy scum Poe ouster regabes met temporary bracing daring installation between bursa to avoid toppling and domiming The supervision of erection of muses shall be undo the control of paadn espaieaced in the installation oftrmaa. Professional advice mall be songbd if medei Coaeenaaan of enm,raerim loads grata than the design loads shall cm be applied to crosser is AM time. No bads other than the weight of the erectors shill be applied to bursa until after all festeorng and bring is TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the ..............Joint Locations- --.==...n...= BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 8 3) 7-11- 8 5) 4- 0- 0 WB: 2x 4 SP #3 WndLod per ASCH 7-02, C4C, V. 125mph, 2) 4- 0- 0 4) 7-11- 8 6) 0- 0- 8 WDG: 2x10 SP 02 H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 In -Plant Quality Assurance with Cq. 1 All COMPRESSION Chords are assumed to be Bld Type. part L. 66.0 ft W. 7.9 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. in END zone, TCDL. 4.2 psf, BCOL. 6.0 psf X-Loc BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2-12 1 420 0 -638 B Pin TOP CHORD 1-2.-243/329,2-3.-232/309, 1- 2 329 0.16 A 6- 5 190 0.15 7- 3- 8 1 363 0 -542 B H Roll BOT CHORD 6-5.-142/190,5-4.-142/190, 2- 3 309 0.16 A 5- 4 190 0.10 PROVIDE UPLIFT CONNECTION PER SCHEDULE Webs 5-2.-34/90, .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr --------GLOBAL MAX DEFLECTIONS--------- 5-2 90 0.03 C LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/xxx 0.02/xxx 4 Horiz. 0.01 0.03 NA Max DL Deflection L/xxx . 0.00 Long term deflection factor . 1.50 2-9-3 0- 6-10 J, 3-11- 8 3-11- 8 1 2 3 q 420# 1.50" 6. 00 4x6 -6.00 N 363P 1.50" 3- 0-13 7-11- 0 6 5 4 0-10- 8 8-0-0 0-10- 8 CANT` 1- 2- o (RO-11-12 (RO-11-12 CANTs 0- 6-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.5841 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEST. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: F1 Maeonder Systems Basingshown encosdrawinganor ereoinnbracing,winsbasing, postal bracing w similar bracing which laapan of DSg r:TLY Chk: 9/16/2005 the baildbg design and wbich must be considered by the building designer. Bracing alma is floe lateral support of war `��� mmbm only b reduce buckling length. Provisions man be made b anchor lateral bating a eels and specified TC Live 16 . 0 s f Lbr DF : 1.25 beadiom Msermined by the building designer. Additional bracing ofthe overall stucbre may be required. (See MB-91 P ofTPI).For specific ants bracing repirmms. contact baildin dekner(Tnm cote fusion, TH is locoed n 582 TC Dead 7.0 psf Pl t DF: 1.25 400S MARONDA WAY Dsofriouewm OODrive.Madison.Win5»19> O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf (407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOM/lS PONCE P.E. LICENSE ei0050068 BC Dead 10.0 psf Code: FLA 367 ModAkm FL Chuhaots. FL 22764 ITOTAL 43.0 psf v4 .7 .21-12354 Design: Matrix Analysis vroxiie rain: c:\aaa- w. a nor. eovua twv.aea..vv...... . sirr-ky Job: COVINGTON R 4 Cuatomer:10# UPLIFT D.L. WO:COVR4 TI:G Qty:l ' DESIGN INFORMATION This design is fw an individual building component and has been bated on information provided by the client. The designer disclaims any responsibility for damages as a r®lt of faulty or ioewseet information, specifications and/or designs fhtnished to the am designer by the client and the corrvemen or accuracy of this inRxmation n it may relate to a specific project and accepts on responsibility or exercises on control with regard or fabrication, handling shipmm and installation of tnssea This buss has been designed a an individual building compounds in accordance with ANSVfPI 1-2002 and NDS-02 or be Imewpwued as pan of the building design by a Building Designer (registered architect or professional agrreer). When re re ved for approval by the building design.. the design lcadinw p shown must be chucked to be sure that the data show are in agreement with the local building codeslocal climatic records for wind or saw bads, project specifications or special applied bads. Unless shown bass has nor ben deagood for storage or ommpancy loads. The design .snores compression chords (top or bltsum) arc comirr u lanced by sheathing unless otherwise spaifred. Wb.e bosom chords in tension are rpm rally bred las.atly by a properly applied rigid ceiling they should be bred at a muimmm spring of ity w mere. Coon -tor plues shall be manufactured fiom 20 gaup but dipped galva lined stml mating ASTM A 633. Gnde 40. onless otherwise shown. FABRICATION NOTES Prim to fabriotiom, the fabricamr shall review this drawing to verify that this drawing is in conformance with the fabricamfs plain and to realize a comioning responsibility for sorb vaifrcatbo. Any discrepancies are to be put in writing before cubing or fabrication. Plates shall out be installed over knmholes. Imes or dinned pain. Member, shall be ern for tight titling %vW to wood bearing ConrlG]nr plates shall be Iocaed oo both fins d the truss with nails fully imbedded and shall be s m. about the joint odes otherwise show. A Sao plate is 5' wide x 4' [Wg. A 6x8 plate is 6' wide a 8' long. Slam (boles) rota paralld m the plate length specified Double cuts on web members shall max at the caboid of the webs unless otherwise show. Connector past size are min®am aloes based on the Ibrces shown and may need to be Increased for certain handling and/or erection stresses. This true is not b be fabricated with floe rcu daut (mad lumber unless otherwise shown For additional information on Quality Consul refer m ANSVfP1 1.2002 PRECAUTIONARY NOTES All bracing and erection recomIDendalima are to be followed in accordance with'Hadlwg Installing and Bracing', HIS-9 1. Tnsscs are m be handled with pmti.das ore during boding and bundling delivery and installation to avoid damage. Temporary stall permanent bracing for holding banes in a weight and plumb position and for resiaivg'am forces shall be designed ad installed by others. Careful handling is essential and moction bracing is always required. Normal precautionary action for susses requires; such temporary Wring during imullaion between castes to amid toppling and domimiug The mper"sion of oration of trosscs shall be under the consul or. esperienced in the imudlahom ofmmsses. Professional advice shall be sought if needed. Cw,mnwien of wentro.ien hard: graer than the design londs dial] not be applied to musses as any time. No loads other than the weight of the erectors shall be applied to busses until after all fastening and bracing is completed. TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY truss designed to carry Or Ow span framed to TC one face 0' 0• span framed to TC opposite face This truss has not been designed for ROOF FUNDING. 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. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 1- 0 90 0.15 C 1- 3 10 0.00 C 0- 4 45 0.33 C 3- 2 104 0.33 C 3- 8 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind WndLod per ASCE 7-02. C&C, V. 125mtph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 4.7 ft W. 4.4 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.0/124, HOT CHORD 0-4.-8/2,4-3.-7/126,0-0.-12/45, Webs 1-0.0/90,0-4.0/45,1-3.-3/10, 3-2-0/104, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.05/878 0.03/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 • -0.02 Long term deflection factor . 1.50 3x6 4-0-0 5-0-0 1 2 3x4 3x4 1.219 -859-9" -116N 8.00" 5-0-0 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BB GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: MarondaSystems Bndngdpwnonthisdrawingisnotesationbracing~indb>ringeiwot�b��htls penalbr,ngwehapanof the building design and which must be considered by the building designer. Bracing sbcw is fur lateral support of buss members only to reduce hackling length. Provisions moat be made to anchor lateral bracing as ends and specified saw locations determined by the building designer. Additional bowing of the overall muctm a may be retprired. (See HI8-91 of TPI).Fw specific wan bracing requirements. contact building dmgner.(Troa Plane lusts . TPI is located as 583 400S MARONDA WAY Donollio Drive. Madison. Wisconsin 53719) Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 MedeMon FL galduota , FL 32766 saw .............Joint Locations ............... 1) 0- 3- 8 3) 4- 8- 8 2) 4- 8- 8 4) 0- 3- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 2- 2 1 0 0 -85 B Pin 4- 4- 8 1 0 0 -116 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 124 0.19 C 0- 4 -8 0.05 4- 3 126 0.05 Scale = 0.3387 Eng Job: WO: COVR4 DWgt TI: G Dagnr:TLY Chkt 9/16/2005 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 BC Live 10.0 paf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 paf Code: FLA TOTAL 43.0 oaf v4.7.21-12355 Design. Matrix AnaiySIS rrorue recta: - .e...a,a.. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:Gl Qty:l 1 DESIGN INFORMATION This design is for an individual building component sod has b® based em information provided by the client. The designs disclaims any responsibility for damages as a result of faulty or incorrect information, specifications adlor design hunitbred to the um designer by the eliem and the ausecouss or accuracy of this information as it may retste to a specific project ad acoepu no responibility or exercises can control with regard to fabrication, handling, shipmm and installation of tussa. This suss has been designed a an individual building component in accord a.,.e with ANSVTPI 1.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or professional eopoeal, When reviewed for approval by the building designer, the design loadings drown most be checked to be mu that the darts shown are in agreement with the local building codes local climatic records for wind or snow bads, project fpecif c-tion 01'purist applied bads Unless mown. tints has rot bear designed for storage or occapmcy bads The design assumes compression chords (top m bottom) m wntimmusly braced by sheathing unless otherwise specified Wbese bottom chords in tarsion are not fully braced laterally by a property applied rigid ceiling they should be braced at a maximum spacing of I a-0' o.e. cimsector Plata dull be manufactured Dom 20 gage hm dipped galvenized steel matins ASTM A 653, Grade 40. colas otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator mall review this drawing to verify that this drawing is in caoformance with the fabricators plus and to realize a continuing respondbility for rush verification. Any discrepancies are to be put in writing before tuning or r bricatiw. Plata mall not be installed over LooWolo, knots or dimmed pain Members shall be em for tight fitting wood to wood boring. Conamr plans shall be loots on bah faces of the cuss with nails fully imbedded and shall be yin. about the joint ueless otherwise mown. A 5x4 plate is 5' wide a V long. A 6x8 plate its 6' wide x 8' long. Sloes (bola) non parallel to the plate length specified. Double cots on web members mall meet at the cartroid of the sees unless otherwise shown. Oca ecmr (date :ices are min; an sizes based on the forces mown and may need to be increased in, certain dandling andror election seines. This floss is cans to be fabricated with fate rands cat treated lumber unless otherwise mown. For additional information on Quality Control refer to ANSVTPI I.2002 PRECAUTIONARY NOTES All bracing and elation taomIDardlLonf are to be followed in accordance with'Haodling Installing and Bracing'. MB-91. Trusses are to be hurdled with particular are during Wndlng and bundling. delivery and installation to avoid damage. Temporary and permanent baiting for holding mosses in a straight ad phonb position and Ibr resisting lateral forco maB be designed and installed by othea Careful handling is essential and erection bracing is always required. Normal preomimur)' action for trusses requires such temporary bracing during installation between means to avoid toppling and d00incaing. The supervision of eratim of trusses shall be under the control of pawns experieaed in the installation of nwaes. professional advice mall be caught if mind. ConamralM of M=n=fon Inds greats than the design lolls shall not be applied to Inrsss in any time No loads other than the weight of the aoctors shall be applied to busses nail after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 GEL: 2sc 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind This trues has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. elope to drain). Trues must be marked to prevent UPSIDE DOWN erection. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 12- 1 85 0.26 C 9- 4 123 0.61 C 11- 2 167 0.77 C 8- 5 170 0.77 C 10- 3 118 0.61 C 7- 6 62 0.30 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 6-5 Horiz. 0.00 0.00 NA Max DL Deflection L/999 • 0.00 Long term deflection factor ar 1.50 3-8-8 3x6 4-0-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type- encl L. 14.7 ft W. 10.1 ft Truss in END zone, TCDL. 4.2 pet, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compreasion/Max Tension TOP CHORD 1-2.-82/112,2-3.-80/107, 3-4.-80/107,4-5.-80/107,5-6•-80/107, HOT CHORD 0-12.-119/34,12-11.-77/92, 11-10.0/0,10-9.0/0,9-8.0/0,8-7.0/0, Webs 12-1.-56/85,11-2.-101/167, 10-3.-90/118,9-4.-92/123,8-5.-97/170, 7-6.-34/62,0-0.0/0, 10-8-0 ..............Joint Locations=.--.=...... 0- 3- 8 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- 3- 8 In -Plant Quality Assurance with Cq- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type -0- 2-12 1 106 74 -74 B H Roll 10-.3-12 1 71 -107 -59 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..PORCE..CSI. Cr ..BC. ..FORCH..CSI. 1- 2 112 0.07 A 0-12 -119 0.05 2- 3 107 0.06 A 12-11 92 0.04 3- 4 107 0.04 A 11-10 0 0.03 4- 5 107 0.05 A 10- 9 0 0.03 5- 6 107 0.05 A 9- 8 0 0.03 8- 7 0 0.02 4-0-0 (,t . rStud @ 1 1 I I I 12 I 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 BRBCIINO CONTRACTOR. BRACING WARNING: Bracing mown c this d tkbo'If 1he1 erection bradng, wind bracing, prunesl bescbg or osimil,wn is bracing shish is • pin d the building aedgn ad »ticb mots be eemsidad by the building designer. Brcing shown a nor literal suppon or suss in= only to reduce buckling length. Provisions most be made to encbm lateral bracing m ads and spaifhed location determined by the building desipa. Additional bracing of the overall muctnse maybe required (Sec H1B-91 of TPI).Fo, specific buss bracing sequuemems, comact building daigna.ffnoxs Plate Institute. TPI is located at $83 4005 MARONDA WAY D'ouo6ioDrive. Madison. wiscomi 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 32L-3913 TOMAS PONCE P.E. LICENSE 0i0050068 367 Medd9on FL anduots. FL 32764 Scale - 03998 Eng Job: WO: COVR4 Dag: TI: G1 Dagnr:TLY Chk: 9/16/2005 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 paf Plt DP: 1.25 O.C.: 2- 0- 0 BC Live 10.0 pef TPI-02/FBC-04 BC Dead 10.0 paf Code: FLA TOTAL 43.0 nsf v4.7.21-12356 Designs Matrix Analysis rrouia race: a.:kaaa-uvaa s.a,s,vvv, v,,,o vv.v,...w vv.�.....•..,.. .. x.a�•r... Job: COVINGTON R 4 Custodner:1011 UPLIFT D.L. WO:COVR4 TI:G2 Qty:l ' DESIGN INFORMATION This design is for an individual building eomponatt and has been based on infanwtion provided by the diem. The designer disclaims my responsibility for damages as a result of faulty or incorrect information, specifications; andlor designs famished to the truss designer by the client and the cone tows Or accmxy of this information as it may relate to a specific project and accepts m responsibility or aereises m control with regard to fabrication. handling shipment and installation of mosses This no his been designed as an individual building compm em in accordance with ANSVrPt 1.2002 and NDS-02 to be iocmporated u pan of the building design by a Building Designer (registered architect Or professional engiorer). Wben reviewed for approval by the building designer, the design loadings shown must be checked to be Wee that the data shown ste in agretmad with the lad building codes, local climatic records fm wind or mow bads project specifications or special applied bads. Unless show+. Crass bas net been designed fen atmrage or occupancy loads. The design lfmma compression chords (top or bottom) are continuously braced by &.thing unless otherwise specified. where bottom chords in tension ere rut fully braced laterally by , properly applied rigid ceiling they should be braced at ■ maximum spacing of 10-0' o.c. Connector plate shall be manufactured form 20 gauge but dipped galvanized steel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall nevu,w this drawing to verify that this dewing is in coafosmance with the fzbricames plans and to realize a continuing responsibility in, such verification. Any discrepancies arc to be Pat in writing before coning or fabrication. Plats shall not be installed ova knotholes, knits or distorted grain. Members shall bean for tight fitting wood to wood bearing Conncnor plates shall W located on bah fain of the tram with tails fully imbedded and dull be sym. about tbejoim unless otherwise sbmm A 5x4 plate is S' wire 1 a- long A 6x8 plate is 6- wide a 8- long. Sots (holes) ono Parallel to the plate Ienpb specified. Double cats on web members shall meet a the can oid of the webs unless otherwise shown. Connector (date sizes are minimum sizes based on the forces dso%o and may need to be increased for certain handling and/or erection s caul This trans is nor to be fabricated with fur rctardam treated lumber unless otherwise shown. For additional mfmmLion on Quality Cannot ref. to ANSVTPI 1.2002 PRECAUTIONARY NOTES All bracwg and auction rea-cwduions are to be followed in accordance with 'Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular one during banding and bundling delivery and msallationtoavoid damage Temporaryandpermanent bracing for holding cranes in a straight and plumb position and fbr resisting lateral fosses shall be designed and installed by others Careful handling is essential and erection bracing is always required. Normal prccami.up. action fen ninon rc4uirem each temporary bracing during installation between busses to avoid toppling and dominomg. The mpervisionof action of trusses shall be under the contrOn ol of patow atpasencd in e irowistbn of uuaes. Proressiowl advice real, be sought if nedcd. Coocenumu ob of oonGruction bads greater than the desip loads dull net be applied to enmcs at any t me. No loads other dean the weight of the eratora awl be applied to trusses until after all Astening and bracing is complod. TC: 2x 4 SP 02 BC: 2x 4 SP 92 wB: 2x 4 SP #3 2x 4 SP 02 2- 4 GEL: 2x 4 SP $3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. L. and R. End verticals designed for wind This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Trues must be marked to prevent UPSIDE DOWN erection. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 119 0.35 A 0- 6 11 0.05 2- 3 107 0.35 A 6- 5 108 0.24 5- 4 142 0.24 3- 8 8 COSMETIC PLATES (24)2x4 3x6 4-0-0 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Hori: Uplift Y Type -0- 2-12 1 76 0 -78 B Pin 4- 8- 0 1 652 0 -627 B H Roll 10- 0- 8 1 214 0 -178 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 1- 0 125 0.16 C 5- 2 446 0.13 C 0- 6 120 0.32 C 2- 4 108 0.03 C 1- 5 -171 0.11 C 4- 3 166 0.33 C ...........• ..Joint Locations---- ......... 1) 0- 3-8 3) 30- 4- 8 5) 4- 8- 0 2) 5- 2- 4 4) 10- 4- 8 6) 0- 3- 8 WndLod per ASCH 7-02, C4C, V. 12Smph, H. 15.0 ft, I. 1.00, Exp.Cat. B. Rzt. 1.0 Bld Type. part L. 20.0 ft W. 10.1 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-82/119,2-3.-80/107, HOT CHORD 0-6.-8/11,6-5.-81/108, 5-4.-132/142,0-0.-59/45, Webs 1-0.-47/125,0-6.-47/120, 1-5.-171/135,5-2.-319/446,2-4.-43/108, 4-3.-104/166, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.03/780-0.08/752 4-5 Horiz. 0.00 0.01 NA Max DL Deflection L/999 . -0.05 Long term deflection factor u 1.50 4-0-0 76� 652# 8.00" Scud @ 2- 0- 0 2144 8.00" 10-8-0 6 5 4 C/L: 4- 8- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 �� WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Marl Systems ��a�thlsdrawinglsnclare�nbracing.-Abracingpa,aalbraongor6-il rb�ngw,�lsa�,ef the bmldmg des; and which must be considered by the building designer. Bracing shown is for lateral an, I - Of bus members only to reduce buckling Ia Wh. Rovisiow most be made to anchor'am bracing a cods and specified Imauots determined by the building designer. Additional bracing of dhe overall structure may be required. (Sat HI13-91 of TPI).rw specific tram bracing repirements contact building d®gna.(frmss Plate htstime. TPI is located at 583 4005 MARONDA WAY Donofrio Drive. Madison, Wisconsin 53719) Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE SKMSOD68 367 Mada<gon FL ChuluoLsa FL 32704 Over 3 Supports Scale =0.3579 Eng Job: WO: COVR4 Dwg: TI: G2 Dsgnr:TLY Chk: 9/16/2005 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 paf Code: FLA Design: Matrix Analysis rroriie Yates: G: \1a6-WA\oven\J... %. vnw\..vv...... ,. w\oa.yaa Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:G3 Qty:l ' DESIGN INFORMATION This design is far m individual building component and has been based on information provided by the diem. The designer disclaims any rczponsibflity for damages a a result of faulty or incorrect information. specifications and/or designs famished to the trust designa by the client and the correctness or accancy of this imformatioo as it may relate to a specific project and accepts no responsibility or eaeroists can cotuml with regard to fabrication. haodlimg shipment and insrallatiom of tonnes. This tuts has been designed as an individual building component in accordance with ANSVfPI 1.2002 and NDS02 to be incaporatad as pan of the buiding design by a Building Designer (registered uchireet or professional engineer). When reviewed fm approval by the building designer. the design loadings shown mast be cbmkd to be me that the dau shown are, in agreemm with the local hoilding coda, local climactic records lbr wind or maw loadss project specifications or special applied loads. Unless sbown% ones ben tut been designed for storage m Occupancy loads The design astamts compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. what bottom chords in tensiao are rot fully braced latera ly by a property applied rigid ceiling they should be braced at a mnimum spacing of lty.W o.c. Connector pales shall be manufmo red from 20 gmgt but dipped galvanized steel meeting ASTM A 653. Conde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator menu review this drawing to verily that this drawing is in confamance with the fabricroes plans and to realize a eomivming responstbiliry fro such verification. Any discrepancies ere to be put in writing before coning or fabrication Plain mall not be imulled over knothole; know or distorted grain. Members mall be cm for tight fitting wood to wood baring. Connector plate shall be located on bah fans of the trots with nail: fully imbedded and shall be s)m. mom the joint unless othawise mown. A 50 plate is 5' wide a 4' long. A 6all plate is W wide a S' ling. Slots (bola) ran pualld to the plate length specified. Doable cuts on web members shall meet a she centroid of the webs unless otherwise shown. Connector plate Sim we minimum aim baud on the forces shown and may need to be icsM, d fa cenain handling and/or erection stresses. This muss is ism to be fabricated with fire Itardam cleated lumber unless otherwise mown. For additional informatonn on Quality Control refer to ANSVTPI 1-2002 PRECAUTIONARY NOTES AB bracing and erection rccmmmeoduiam are, to be fofiowed in accordance wirh'Hmdling. Installing and Owing'. WD-91. Trusts are to be handled with paniatlu are during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding oases in a straight and plumb position and for resisting lateral forces mall be designed and installed by other. CCeful handling is essential and erection bracing is always required. Normal prasmiwary action for cants requires such tmpanry bnnng daring Installation between trvssa to avoid toppling and dominoing. The mpavt9on of ercetion of trusses mall be area the control of pre sons uperienced in the insullatiun ofwnes. Profasmnal advice mall be son& if necdedronaon . Cotiorenm>vian load, grn,tata than the design loadssh U nor be applied to uusas as any time:. No loads other than the weight of the ertctoa maul be applied to trvssea until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 GEL: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 20.0 ft W. 4.4 ft Trues in END zone, TCDL. 4.2 psf, BCDLu 6.0 psf Impact Resistant Covering and/or Glazing Req .WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 1- 0 249 0.23 C 1- 3 -30 0.02 C 0- 4 189 0.38 C 3- 2 276 0.40 C COSMETIC PLATES (12)2X4 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Trues must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--88/124, HOT CHORD 0-4.-20/25,4-3.-84/114, 0-0.-140/112, Webs 1-0.-75/249,0-4.-28/189, 1-3.-30/24,3-2.-102/276, 3x6 3- 8- 8 4-0-0 5-0-0 (2x4) 4-0-0 213# 8.00" X5-0-0 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING NARHING: Maronda Systems �ngm°°nen�°��is°°��on°�°&windbtsecdn.ponmbradngmdm�b�ngw�isapanof the building design and which mat be Cm9daed by the building da ipm. Blueing mown a fro latml tv, of mats members only to reduce buckling length. Provisions most be made to anchor 'am bracing at rods and specified locations determined by the building designer. Additional bracing of the oveull suncmu may be rsq isd. (Sec FBB-91 of TPI).For specific buss bracing requirements. coulter building dsgter.(Truss Plate InstimtC TPI is located as 593 4005 MARONDA WAY Donofrio Drive, Madiron.Wisconsin 53T19� Sanford, FL. 32771 (407) 322-0064 Fax (407) 321-3923 TOMAS PONCE P.E. LICENSE OWSOD68 367 Metdxdkm FL axetgat., F132706 .............=Joint Locations............... 1) 0- 3- 8 3) 4- 8- 8 2) 4- 8- 8 4) 0- 3- 8 In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type -0- 2-12 1 183 0 -219 B Pin 4- 4- 8 1 213 0 -300 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 124 0.45 A 0- 4 25 0.12 4- 3 114 0.18 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.11/439 0.10/528 2-1 Horiz. 0.01 0.02 NA Max DL Deflection L/999 . -0.02 Long term deflection factor . 1.50 Scale = 0.3985 Eng Job: WO: COVK4 Dwg: TIt G3 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 os£ v4.7.21-1235E Design: Matrix Analysis erOrlle Yawn: r;t \+tea-fun\aura kvswakv.uvnv kv.vvanuavn x vkua.ysx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:H Qty:l I DESIGN INFORMATION This design is for an individual building compoaem ad has been based on information provided by the diem. The design. disclaims any respmability for damages as ■ result of faulty or incorrect ialbrmatioa specifca, andlor designs famished to the: m designer by the client and the cmauimea or accuracy orads ds information as it may relate to a specify project toil accepts an nespontibility or erecisn on central with regard to fabrication. hadling shipment sad installation of trussm. This torn has been designed as an individual building eompacere in acemdmce with ANSVTPI 1.2002 and NDS-02 to be mcmpaaod as part of the baildiog design by a Building Desiper (regis cr d aselatxt or prormumsd mgmer} when reviewed for approval by the building designer, the design biding shown man be :Lecked to be sure Nat the data senoras m in agreement with the local building coda local climatic records for wind or now bads. project specifications or special applied bads. Unless shows units has not been designed for storage or occupancy bads. The design assumes wmpession chords (sup or bounce) are continuously braced by meaming unless otherwise specified Wbae boa am cho is in tension are our rally braced Laterally by a puperly applied rigid ceiling. they should be braced at ■ maximum spacing of iol-W is c. Co®acmr plain shall be mamractnrod from 20 garage hot dipped galvanized sued meeting ASTM A 633. Grade 40. mlen othawiu shown. FABRICATION NOTES Prior m rabricatioa the fabricates shall review this drawing in verify that this drawing is in conformance with the fabricatNs plans and to realin a eombumg rctponsibility for such vvificatim. Any dasmepancia are to be put in writing before toting or fabrication. Plata still not be jusasrd over kmthulm, imou or dinoncd grain. Members shall be er for tight fitting wood to wood bearing. Cosrram plates shall be toted on both faces or the truss with mils fully imbeddrd and shall be a)m. abom the joint cnlea otherwise shown. A 5x4 plate is 5' wide x 4' Lung- A 6.9 plate is 6' wide x g' bug. Slots (boles) sun parallel to the plate length specified. Doable cuts on web members shall meet a the caaoid of the webs unless otbawise shown. Connector plate sizes are miaimam size band on the forces shown and may need to be increased for certain handling aoNor erection mesa This traas is our to be fabricated with rise faasdam treated lumber sultan otherwise shown. For arldrraaas mfmmnim as Quality Central refer to ANSVrPI 1-2W2 PRECAUTIONARY NOTES All bracing and erection recommtdaaiom are to be followed in accordanac with •candling Innalling and Bracing', we-91. Trnnes ate to be hamdled with pa ocular care mating bamding and bundling ddi my and installation in awed damage. Temporary and penmanma bracing for holding names in a straight and plumb position and for resisting lateral forces shall be designed and installed by othem Careful banaivg is -4.1 aad nation bracing is always required. Normal pnmmiowY action for umna requires such tempmwy bracing during insulation between mosses to mid toppling and domimmg. The sopervision of erection of tsano shall be undo the control of parsons experienced in the insulation of trusses. Professional advice shall be songht if add. Concentration of eamsmoiim leads greater than the design bads slue our be applied to musses as any time. No bads other than the weight of the cruisers shall be applied to tmnes mail after all raalanmg and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 WOG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02. C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kato 1.0 Bld Type. encl L. 40.0 ft W. 7.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. .WEB. ..FORCE..CSI. Cr .WEB. ..PORCE..CSI 3- 2 199 0.15 C 3-3-1 0- 6- 2 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 ----MAR. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horiz Uplift Y Type 0- 5-11 1 105 225 -521 B Pin 6-10-14 1 186 0 -253 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 93 0.88 C 4- 3 81 0.55 Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.33/218 0.33/218 2-1 Horiz. -0.06 -0.16 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 POE] 105# 11.31" .. .°°°......Joint Locations.............. 1) 0- 0- 0 3) 7- 0- 2 2) 7- 0- 2 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 -1- 5- 0 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -56 7- 0- 2 BC Vert L+D 0 0- 0- 0 -24 7- 0- 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-66/93, HOT CHORD 4-3.0/81. Wabs 3-2.-124/199, 7-0-2 2 4.24 2x4 1 1 186# 2.50" L 7-0-2 L 4 3 1- 5- 0 � 7-0-2 (R) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO LMaronda Systems BRBCfINO CONTRACTOR. BRACING chig. indb Blaring fhaaw m Ihia drawing is oel RcAocn on healing weld bnadna portalr. Bbracing s own is bracing which or a par Of the baildivg designs sad which mast be considered by the building designer. Bracing mow is for lateral support of truss mnnbas only to reduce battling length. Provisions most be made to anchor lateral bracing at cods and speeifled Locations detemmed by the boildivg designer. Additional bracing of the Overall mucmrt maybe regained. (Sec HIB-91 of TPI}Par specify troy bracing n quirc nmw tonnes building desigoer.(rnm Rue bmimte. TPI is located at 583 4005 MARONDA WAY DDwfiio wive. Madiroa Wisconsin 53719} Safford, FL_ 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Made -on FL Chukwta, FL 32746 Attach with (3) 16d Toe -Nails Attach with (2) 16d Toe -Nails Scale = 03966 Hug Job: WO: COVR4 Dwg: TI: H Dsgnr:TLY Chk: 9/16/2005 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 0.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Proriie Fazn: e::\lab-I,tJA\NOrx\JODe \LVYAY \l.Vvxna.a Vn a, w\n.yxa Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:H1 Qty:2 ' DESIGN INFORMATION This design is for an individual building component and has been baud on information provided by the dine. The designerdisclaims any :esponability for damagesas a remit of faulty or incoroect information specifacnions aadfor design fhrnisbed to the cuss designer by the client and the correcmas or accuracy of this information a it may relate to a spaife project and accepts no responsibility or aereises ce cement with regard to fabrication. handling shipment and installation of tmssm This trots has been designed as an individual building component in -aches with ANSlrrP1 1-2002 and NDS-02 to be mcmpmatad as pan of the building design by a Building Designer (registered architect or professional cog scan} When reviewed for approval by the building design. the design loadings show 9 mast be Naked to be sort that the data sbow arc in agrnmom with the local building code, local climatic records for wind a mow bads, project specifrcatiom or special applied bads. Unless shown. ums ban not been designed for nonage in occupancy loads. The design acumen compression chords (top or bomm) are comimmady braced by danthing tralm otherwise spaifted. When: boa chords in tension are not fuay braced laterally by a property applied rigid ceiling, they mould be braced a a maximum spacing of 10'0 ox. Connector plan mall be manufactured from 20 gage bon dipped galvanized red mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rim to fabrication, the fabricator mall review this drawing to verity that this drawing is in coofmmaae wild the fabricator's plans and to realia a cauinaing responsibility for such verification. Any disuepaocies are to be pat in writing before coning or fabrication. Plan shall out be installed over knotholes, tents or dinorred grain. Members shall be an for tight fitting wood to wood bearing. Connector plain shall be bated on both faces of the um with mils fAy imbedded and shall be a)m. mom the joint ondm otherwise shown. A 50 plane is 5' wide x 4' tong. A 6.8 plate is 6' wide s 8' tang. Stirs (boles) rot parallel to the plate length specified. Double can on web members shall meet as the centroid of the webs unless; otberwise shown. Connector plate sizes sue minimum sizes based an the forces shown and may need to be increased fin certain handling and/oraction anma. This tress is out to be fabricated with fee madam "hood lumber anlm otherwise mown for additional information on Quality Control refer to ANSVM 1-2002 PRECAUTIONARY NOTES All bracing and action recommendations are to be followed in accordance with -Handling, Install -mg and arcing'. MB-91. Trusses art to be handled with paniada ere druimg handing and W dliM ddhety and installation to avoid damage. Temporary and pnmancer bracing for holding woes in a straight and plumb position and for resisting lateral foxes shall be designed and installed by other. Careful handling is t , ;d and action bracing is always required. Normal prtnuuona y action for wan requires catch temporary bracing duties installation basveen urtsso to avoid toppling and dominating. The supervision of nation of trasses mail be order the control of person experienced in the installation of unses. Professional advice shall be sought if needed. Cooamuation of enitnmtiiam loads Vac= than the dmgn loads shall roto ta t be applied us e s at any time. No loads other than the weight of the erecmn shall be spplied to mussn until after all forming and bracing is campletcd TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP 02 0- 0 2x 6 SP #2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. ----MA%. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Soria Uplift Y Type 0- 5-11 1 231 308 -582 B Pin 9- 8-13 1 396 0 -335 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 78 0.02 C 4- 3 -262 0.09 C 2- 4 1255 0.38 C 1- 0 -373 0.19 C 4-5-7 0 - f 6- 2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCB 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 40.0 ft W. 9.8 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-811/1198,2-3.-174/89, SOT CHORD 1-0.-966/468,0-5.-1339/760, 5-4.-1342/770, Webs 5-2.0/78,2-4.-630/1255, 4-3.-262/154,0-0.-295/252,1-0.-373/287, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(e). I.Span 0.12/884 0.12/884 2-1 Horiz. -0.01 -0.03 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 0-11- *4 231# 11.31" 10- 3- 9 4.24 2.12 .............. .= � ......w ..Joint Locations..._...______ 1) 0- 0-0 3) 9-10- 1 5) 4-11- 1 2) 4-11- 1 4) 9-10- 1 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 -1- 6- 2 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -88 9-10- 1 BC Vert L+D 0 0- 0- 0 -38 9-10- 1 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s)t 2,4 ..TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1198 0.55 C 1- 0 -966 0.21 2- 3 -174 0.36 C 0- 5 -1339 0.21 5- 4 -1342 0.31 T 1 2-5-0 2- 6-15 1 4 2 1-6-14 0-1- 4 396# 2.50" ,, 9-10- 1 t 1 6 5 4 ,,1- 6- 2 ,, 9-10- 1 L 1 EXCEPT AS SHOWN PLATES ARE MiTek MT20(Rl-6 0) WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg HR 111 CONTRACTOR. 11111 WARNING: _ Ma ro n der Systems Bating shown on this drawing is inn cuatwm boating. wind bracing. portal bracing or similar bung which is part of DB r : TLY Chk: the building design and wbiN mug be considered by the building designer. Bracing mown is for taunt support of unss membersonly to reduce buckling length. Provisions most be made to anchor tarsal bracing as cob and specified TC Li16 . 0 a f locations determined by the building designer. Additional bracing of the overall structure may be rt�uuLive rd. (See MB.91 P ofTPi).Fer specific wan bracing requiremems. contact building dusigner.(Trnss Plate Institute, TPI is located at 593 TC Dead 7 . 0 ps f 4005 MARONDA WAY Donofrio Drive. Madianm, Wisconsin 33719). Sanford, FL. 32771 BC Live 0. 0 paf (407) 321-0064 Fax (407) 321-3913 BC Dead 10.0 psf TOMAS PONCE P.E. LICENSE OWSOD68 307 Medallon FL gWduots, FL 32764 1 TOTAL 33.0 pal 4-2-0 Scale = 0.2887 WO: COVR4 TI: H1 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.s 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-1236( Deeignt Matrix AnalyBIB rrOilae races: c: �ann-wn�nua,s tuvua tv.v•n.v..v•.,w w,. .. . �.ra Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TItJ1 Qty:12 t DESIGN INFORMATION This deign is for an individual building component and has been based an udannatioo provided by the dim. The designer disclaims any responsibility for damage as a result of faulty car ineorrm information. specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this information as it may relate to ■ specific project and accepts an responsibility or uereises an cannot with regud to fabrication. handling shipment and installation of trts is This truss her been designed as an individual building comport in accordance with ANSVrPI 1.2002 and NDS-02 to be in[ofpare ed a: pan of the building design by a Building Designer (regutered architect a professional engtncer). When reviewed for approval by the building designer. the design loadtngf sbDwa must be chocked to be sure that the data Kowa me in agramm with the local building code, local climatic records for wind or sou. bads. project specifications or special applied bads. Unless sbowa. tress bar cant been designed for storage or occupancy loads. The design aatmer compressic o chords (top or ban=) are continuously braced by sheathing unless otherwise specified. Where ban= chords in terssi, are nor tally braced laterally by . properly applied rigid ccling they should be braced in a maaio n o,pacing or lo-0' o.c. Cocas tor plate shall be mamfacmred Gum 20 gauge but dipped galvanized sted meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shaft review this drawing to verify thin this drawing is in conformance with Eli. fabricators plans and to --tile a continuing responsibility for each visir-stion. Any dim zepaocie are to be put in writing before caning or fabrication. Plates shall out be installed over knotholes. kssws or disonad grain. Membuf dull be an for tight fining wood to wood bearing. Connector plates shall be located on both faces of the truss with nails folly inabeddrd and shall be s)m abaci the joint unless otherwise shown. A Sao plate is V wide a V long A 6.9 plate is 6' wide a 8' long Sloe (holes) ran panllel to the plane Ieagtb specified. Double can - web members shall tom it the centroid of the webs odor otherwise sbowo. Counator Pine sizes are minimum sizes based on the fortes shown and may need to be increased far count handling antra erection aserse. This nusr is era to be fArseaend with fire rcwdam trrbed lumber mess otherwise sbown. For additional information an Quality Cannot rerer to ANSVrPI 1.2002 PRECAUTIONARY NOTES All bracing and acetiou ranmmeodniam are to be followed in accordance with 'Handling Installing and Bracing'. NIB-91. T.- are to be handled with partitWin are during banding and bundling delivery and installation to avid damage. Tmporvy and Permaent bracing for holding ones in a straight and plomb position oil for reining lateral fine shall be designed and installed by others. Careful handling is ¢sent al and erection bracing is dwa)s required. Namur Precautionary action for nurse requires inch temporary bracing during instaltnioo between tresses to avid toppling and dminolog. The roper isioo of erectim of nurse shall be anda the control of persons eapaiexed in the instillation of nurses. Prof®onal advice shall be sought H needed. Concent9a;oa of construction loads grocer than the design toads shall ma be applied to trusses, in any time. No loads other than the weight of the erectors shall be applind to Coasts until after all fastening and bracing is comphsod. TC: 2x 4 SP #2 BC: 2x 6 SP 02 WH: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 503 0.35 A 1- 4 -1072 0.26 2- 3 -375 0.27 A .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 2- 4 1015 0.31 C 4-3-2 0-6-6 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 260 682 -187 B Pin 6-11- 4 1 140 -244 -322 T Pin 6-11- 4 1 247 0 -313 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ... ....... .Joint Locations ............... 1) 0- 4-13 3) 7- 0- 0 5) 0- 4-13 2) 3- 8- 7 4) 7- 0- 0 WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, i. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 40.0 ft W. 7.0 ft Truss in INT zone, 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.-263/503,2-3.-375/211, HOT CHORD 1-4.-1072/421, Webs 2-4.-375/1015, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.06/904 0.01/999 2 Horiz. -0.01 -0.01 NA Max DL Deflection L/999 . -0.04 Long term deflection factor . 1.50 7-0-0 1 2 3 6.00 CIL: 6-11- 4 140# 1.50" 3.00 0-8-0 II 260M 8.00" 247# 1.50" 7-0-0 r, Attach with (4) 16d Toe -Nails 2-5-6 Attach with (4) 16d Toe -Nails 41-0-0 V 7-0-0 (R0-11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale=0.4278 WARNING: Sag Job: WO: COVR4 RE" ALL NOTES ON THIS SHEBT. A COPY OF THIS DRAWING TO BE GIVEN TO TI: J1 BRBCIING CONTRACIOR. BRACING WARNING: Dwg' Macon eta Systems Bracing shown on this drawing a ear amion bracing wind bracing portal bracing w dmiln bracing which is a part of Da r : TLY Chk : 9 / 16 / 2 0 0 5 the building deign and which must be considered by the building designer. Bracing shows is for lateral Wppon ortruss m®ben only to reduce buckling length. Provisions mast be made to anchor lateral bracing in cods and specified TC Li16 . 0 a f Lbr DF s 1.25 locations determined by the building designs. Additional bracing of the overall === may be equtcd. (Sec Live HIB-91 P of TPI).For specific nuss bracing requirements. comacs building dccgua.(Trn Pine lastitum TPI is located n 583 TC Dead 7.0 ps f Pl t DF : 1.25 4005 MARONDA WAY DO- is Drive. Madison. Wisenmlo $3719). O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf (407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE OWSOD68 BC Dead 10.0 paf Code: FLA 367 Modalim FL Chu1swta, FL 33766 TOTAL 43.0 nsf v4 .7 .21-12361 Designs Matrix Analysis rroriie race: sx-y- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J1A - Qty:2 ' DESIGN INFORMATION TC: 2x 4 SP #2 This design is for an imiview building componm and BC: 2x 4 SP 02 has been based on indmmstion pwided by the client. The WS : 2x 4 SP # 3 designs disclaims say respmability for damages as a 2x 4 SP #2 0- 010- 0 result of faulty or incorrect information. specificadmis MULTIPLE LOADS -- This design is the and/or designs furnished tothe boa designer by the client and the conamwm accuracy, ofthisinformavonnit Composite result of multiple loads. may retare m a specific project and accepts car Shim or wedge if necessary to achieve full responubiftyorexercixscocontrol with regadto bearing. fabrication, wing' shipment and ursiallah00 Of°°nes' FORCES (lb) - Max Compression/Max Tension This bun bas been designed a an individual building componeotinacordincewith ANSViPII-2002and TOP CHORD 1-2.-206/98, NDS-02tobeiocapaatedin pan ofthebuilding design HOT CHORD 1-0.-555/356,0-3.-285/164, by Building Designer (regiaaedarchitect in Webs 3-2.-85/565,0-0.-195/18, professionaleogincrF When-eweaforappati-Iby 1-0.-226/287, the building designer. the design loadings shown must be chucked in be sere that the data shown are in agre®mt with the local building coda local climatic records for wind or mow buts, project specifxatiom or special applied bads_ Unless shown buss has test ban designed for storage or occapsnry, bads. The deep assvma compression chords pop in boonm) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a poperty applied rigid ccil4 they should be braced at a maximum spacing of I V-0' o e. co®ecb r plain shall be manufactured Bum 20 gang, hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise show. FABRICATION NOTES Prim to fabrication. the fabricators shill nniew this drawing to verify Wit this drawing is in eonfmmarce with the fabricator's plans and in realin a cominning responsibility for inch verification. Any discrepmcin arc to be pat in writing before tatting or fabrication. Plain dull not be installed ova knotholes knots in dis aced grain. Members shall be am for tight fitting wood to wood besting. Connector plaid shall be bated on both faces of the tom with nails Polly imbedded and shall be s)m. about the joint unless otherwise above. A 5.4 plate is 5' wide a 4' long. A 6a8 plate is 6' wide a g' long. Slots (bola) ran parallel in the plate length specified. Double cuts on web members shall into in the cmtmid of the webs unless otherwise {beds. Connector Plate Alan are mlNmam n sizesw and may need to be based on the forces show 4 3 2 increased for certain handling and/or auction stow. This tress is out to be fabricated with fire retardant treated Iumbm unless otherwise shown. For additional infomaion on Quality Control refer to ANSVTPI 1-2002 0-6-6 PRECAUTIONARY NOTES All bracing and erection r cnalations m in be followed in accordance with 'Handling, tnsu0 rag and Brci.S% FBB-91. Tresses; are to be handled with particular care during binding sod btmdling, dclisay AM installation m avoid damage. T®porary and permanent bracing for bolding Woes in a straight and plumb position and for resisting latest farcesshall be designed and installed by others. Careful handling is essemial and erection bracing is alwals required. Normal pmmionao. action for Were repine; such temporary bracing during installation between busses to avoid toppling and domimimg. The mp rvision of «atbo of musses shall be undo the control of pawns experienced in the insallatice of banes. Professional advice shall be sought if oaded. Corn®iration of mnsnz+ion loads Vesta than the design loads shall nor be applied to trusty at any ume. No bads other than the weight of the cators shall be applied to trusses umil ifier all foaming and bracing is Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 342 436 -366 B Pin 6-10-12 1 288 0 -484 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 565 0.21 C 1- 0 287 0.43 7-0-0 6.00 3.00 0-8-0 342M 8.00" .. ...........Joint Locations............... 1) 0- 0- 0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 WndLod per ASCB 7-02, C4C, V. 125mph, H. 15.0 ft, In 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 40.0 ft W. 6.7 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -206 0.72 A 1- 0 -555 0.37 0- 3 -285 0.41 Cr--------GLOBAL MAX DEFLECTIONS--------- C LL TL in./Ratio in./Ratio Jnt(s). I.Spain -0.10/117-0.19/390 3-0 0-p,�tq$iz. -0.01 -0.02 NA 4 A Max DL Deflection L/156 . -0.09 Long term deflection factor . 1.50 3-10- 3 2-6-4 2-2-6 i 1- 6 2 288# 2.50" t' 6-8-8 �• 4 3 t,1-0-0 , 7-0-0 L (R0�11 11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: BRAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BRECIING CONTRACTOR. BRACING NARNZNG: �_ LMaronda Systems B�� onthis%t'icbgisneteretimbracing,windWlingd.PostalbriocingBmin mcm is mla which bapan Degnr:TLY Cbk: We boild;ng design and which mud b< mnvdered by the baildivg aesigma. Bracing show„ is ran lateral mppon Orman m®here only m reduce balling length. Pm.isions most be made b anchor Worst bracing at cod: and specified TC Live 16.0 a f locations dctamined by We building designs. Additional bracing of We overall anuctme may be required. (See HIB-91 P ofTPI).For specific truss bracing requirtmaas. cmtacr building designa.(rmss Pine bsinuM TPI is located at 583 TC Dead 7.0 pB f 4005 MARONDA WAY DDire io Drive. Madison Wisconsin 53719). Sanford, FL.32771 BC Live 10.0 pef (407) 321-0064 Fax (407) 321-3913 BC Dead 10.0 pre f TOMAS PONCE P.E. LICENSE *0050068 367 Meda6on FL Chukao* FL 32764 1 TOTAL 43.0 psi WO: COVR4 TI: J1.A 9/16/2005 4- 0- 6 Scale = 0.4278 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis rrousa race: ...%aaa-uvs...aaa,.%.....w. %. ....a..,.. a. „' a h'... Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO.COVR4 TI:J2B Qty:7 ' DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the dient. The designer disclaims any responsibility for damages as a result of faulty or incorrect information spaifuatiom and/or designs firrmished to the truss designer by the clicm and the conces nor or accuracy of this infbrmatim a it may,date to a specific project and accepts co respmsrbility or exemses on control with regard in fabrication. handling. shipment and installation of woes. This truss has been designed a an individual building component in accordance with ANSVFPI 1.2002 and NDS-02 to be iocmporued as put of the building design by a Building Designer (regisc d architect in professional engineer). Wben reviewed for app,oval by the building design. the design loadings she— most be checked to be sine that the data sbnw9 are to ageemenl with the local building codes, local climatic records fa wind or snow bads. project specifications or special applied loam. Unless mown. nun has not been designed for storage or eccopancy leads. The design assumes compression chords (cop m broom) are continuously braced by sheathing unless otherwise specified. Where boom chords in lem;m are not fully braced laterally by a properly applied rigid cdbng, they should be braced a a maximum spacing of le-0' o.c. Cmm tor plates shall be manofaetmed from 20 gauge bin dipped galvanized sled meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabrirain mall review this drawing in verify thin this drawing is in coafamance with the fabricators plum and to realize a continuing ,esponnbiliry for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates dull not be installed over mmholes. knots or disnund grain. Members shall be an for tight fitting wood to wood hearing. Connector plates shall be bated on both fain of the truss with nails wry imbedded and mall be tyro. abom Elie joint unless otherwise shown. A 5x4 plane is 5' wide x 4' long. A 6x8 plate 6 W wide a 8' long, Sloe (boles) man paralld to the plane length specified. Double cuts on web members shall meet in the cemzoid of the webs unless otherwise shown. Corrector plate sin are minimum sizes based on the forces shown and may need to be increased for certain handling author erection stresses. This truss is not to be fabricated with fate reradant Matti lumber mless otherwise shown. For "tint d information uo Quality Control refer to ANSVTF1 1.2002 PRECAUTIONARY NOTES NI bracing and erection recommendation= are to be followed in accordance with'RmMin& hssWling and Bracing. H[B-91. Trusses are to be handled with pariah ore during landing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for bolding wines in a straight and plumb position and for resisting lateral fortes shall be designed and installed by WIM Careful handling is t r, a] and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between castes to avoid toppling and domiming. The supa isim of aectim of wsw shall be under the control of. e>aaicesced in the installation of mosses. Professional advice shall be sough if oaded Caecawtiw of mtmnsaion bum gun than the design Imo man not be applied to trusses in any time. No bads other than the Wright of the erecion shall be applied to trusses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. 3-3-2 0-6-6 21 t Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCS 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B. Rat. 1.0 Bld Type- encl L. 40.0 ft W. 5.0 ft Trues in INT zone, TCDL. 0.0 psf, 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 DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.19/260 0.19/260 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 5-0-0 6.00 GL: 4-11- 4 112#.1.50" 260# 8.00" 103# 1.50" L 5-0-0 V 4 3 ���5- 0- 0 (110-11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARKING: Maronda Systems ��nm�d��n°ot�on�°&wind�mg.Pon,l�dngW°t�bradngwhlohisapaetof the building design and which mast be considered by the building dtsiger. Bracing flown is for Imin, support of bun members only to reduce buckling length. Aovisims must be made to anchor lateral busing as ends and specified location determined by the building design. Additsoml bracing of the overall sweture may be required. (Sere RI8-91 of TPI).For specific trues bracing requirements, comact building designer.(Tmss Plane Iwitote. TPI is located a 593 4005 MARONDA WAY DVwfiio Drive Madi:oa Wi:munsin 53719). Sanford, FL 32771 (407) 321-0064 Fax (407) 921-3913 TOMAS PONCE P.E. LICENSE OWS0060 367 M- 1 111, FL Chuhustst, FL 32766 .. wo. ..Joint Locations- -----------­ 1)0- 2- 1 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 ----MA%. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 260 200 -452 B Pin 4-11- 4 1 112 154 -295 T Pin 4-11- 4 1 103 0 -75 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 53 0.58 A 1- 3 2 0.43 3-0-6 Over 3 Supports Scale = 0.4256 Eng Job: WO: COVR4 Dwg: TI: J2B Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf PIt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Anaiyeis rrou4e racers a.ak.aa-s.vn - .v.—y.,. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVE4 TI:J2C Qty:l i DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the liar. The designer disclaims any responsibility for damages n a result or fanity or incorrect mformatioo. specification, and/or design famished to the one designer by the client and the correctness or accuracy of this information as it may rein to ■ specific project and accepts no responabtliry or exercises no emontol with regard to fabrication. hamming shipment and installation of crosses. This truss ban been designed a an individual building component in accordance with ANSVfPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect a pmfessiwal apxv} When reviewed for appov.1 by the building designer. the design loadingn shown must be chocked to be sin that the data shown m in agreement with the local building codeslocal climatic records for wind or mow bads, project specifications or genial applied loads. Unless shown tun has not been designed for amge or occupancy loads. The design assuma cmmpessinu chords (top or bottom) m continuously braced by sheathing unless otherwise specified. Where bottom chords in torsion are not fully braced hgaxlly by a properly applied rigid ceiling they should be braced at a maximum spacing of 10 0' ce. Connector plates shall be cz—f sic med from 20 gorge hot dipped galvanized nevi meeting ASTM A 653. Grade 40. unless otherwise shows. FABRICATION NOTES prior to fabricstim the fabricator shall review this drawing W verify that this drawing is in emfmm see with the fabricames plans and to realize a continuing responsibility for such verification. Any dim epaocin m to be put in writing before tatting or fabrication. Flan dull not be inralled over kmNole& know or dished grain. Members shall be ern for tight fining wood to wood heaving. Connector plates shill be located on bah fins of the trots, with nails filly imbedded and nball be sym. about the join unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6xg plate is 6' wide x 8' long. Slots (holes) dun parallel to the plate length specified. Double cats on web m®bin shall meet a the cenaoid of the webs unlms otherwise shown Contractor Plate sizes m tom®am sizes based on the forco shown and may need to be increased for certain handling and/or erection stresses. This tma is am to be fabricated with fate retardant created lumber unless otherwise shown. For additional information on Quality Control refer to ANSVIPI 1-20D2 PRECAUTIONARY NOTES AB bracing and erection raommendatiom are to be followed in accordance with •Handling. Installing and Bracing'. HIB-91. Tresses m to be handled with particular are during banding and bundling ddn M and installation w avoid damage. Temporary and permanent bracing for bolding tresses in a straight and plumb position and for resisting lateral forces mall be designed and insisted by whom caresbl handling is essentin and erection bracing is always requited. Normal prmmionary. action for onsses requires such temporary bracing during installation between trusses to avoid toppling and dommnmg. The supervtsmn of W crecn of amnses mall be neder the control of peranns experienced in the installation of trees mu professional advice shall be gm if needed. Cow of eo�„ cum, load,1P� than the design leads shall no be applied w trusses at any time. No mad, other than the weight orthe ccctons shall be apylied m trans until at. all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #2 (1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. WndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl Ln 40.0 ft W. 4.7 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req .WEB. ..FORCE..CSI. Cr .WEB. ..FORCH..CSI 1- 0 262 0.34 C Analysis booed on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 ----MAB. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 2- 0 1 199 204 -280 B Pin 4- 7- 4 1 101 147 -251 T Pin 4- 7- 4 1 102 0 -59 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr PROVIDE HORIZONTAL CONNECTION PER SCHEDULE --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(o). I.Span-0.02/203-0.04/535 3-0 Horiz. 0.00 0.00 NA Max DL Deflection L/328 . -0.02 Long term deflection factor . 1.50 3-0-6 0-8-6 4-8-0 1 2 6.00 3x4 3x4 ---• • ..Joint Locations ............... 1) 0. 0- 0 3) 4- 8- 0 2) 4- 8- 0 4) 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. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-51/0, HOT CHORD 1-0.-260/180,0-3.0/0, Webs 1-0.-174/262, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -51 0.55 A 1- 0 -260 0.28 0- 3 0 0.23 Ct 4-7-4 Attach with (3) 101# 1.50" 16d Toe -Nails 3-0-6 Attach 111 (2) 16d Toe -Nails R R 199# 4.00" 102# 1.50" 4-8-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BS GIVEN TO ERECTING CONTRACTOR. BRACZNO WARNING: Maronda Systems Brao�snFdcjiRAt'khgi=na�tin°br,aingwindb�ngipaalb�ogm°�larbraeicraIanah�a�W the bat ld rag des go and cot ah most be consldered by the baildmg des goer. Brac vg mown is ran lateral rapport ortrm members only to reduce bucklittg length. Provisions man be trade to anchor hnaal bracing atcoda and specified locations determined by the building designer. Additional bracing of the overall moctore may be required. (See MS-91 of TPI).For specific truth bracing requirements. contact building desigm.(Tron Plate two m. TPI is located w 583 4005 MARONDA WAY DOunflotrimMadimo wi>eansir53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Madzfflon FL CfWAaota, FL 22766 Over 3 Supports Scale = 0.4023 Eng Job: WO: COVR4 DWg: TI: J2C Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2— 0— 0 TPI-02/FBC-04 BC Dead 10.0 psf Codes FLA TOTAL 43.0 ttsf v4.7.21-12364 Design: Matrix Analysis rroraae racn: c: �aaa-wn�norrc�owew.vvn+�a.wawvavaa n +suss.. Pan Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:J3 Qty:4 1 DESIGN INFORMATION This design if for an individual building compoom and has been baud on information provided by the dim. The design. disclaims any rcap ..ibility for damages as a remh of faulty w incorrect information. specirxations adlor designs furnished to the am designer by the .lien and the correcmm or accuracy of this information a it mry nine to a specific Project and accepts too responabiliry a esercises m control with regard to fabrication. handling. shipment and installation of trusses. This oast has been designed as an individual building component in accordance with ANSVIPI 1.2002 ad NDS-02 to be incorporated a pan of the building design by a Building Designer (regard architect or professional engine.). When reviewed for approval by the building design., the design loadings, shown most be chucked to be more that the data mown are in agreement with the local building codes, local climatic records for wind or saw loads. project spaifrcatiom or special applied bads Unless mown, c aat ham been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continuously braced by sheathing calm otherwise specified. Where bottom chords in tension are rot fully braced laterally by a property, applied rigid cciliq& they should be braced at a maaimm spacing of 104' o.c. Comecto, plates shall be ma®facmre l from 20 gaup hen dipped galvmzed steel meeting ASTM A 653. Grade A anlm otherwise shown. FABRICATION NOTES Rios to fabrication. the fabricator dull review this dewing lo verify that this drawing is in co tim nsoce with the fabricators pits and to realice a continuing responsibility fen such verification. iom. Adixreptcia are to be pm in writing before coning or fabrication. Plata shall not be instilled ova knotholes knots or distorted goon. Meatbm shall be m for tight fitting wood to wood bearing. Connor plus shall be bated on both ram of the oust with nails fully imbedded and shall be sym. ab.t the join unless otherwise drown A 3.4 pule is 5' wide a 4' bog. A 6a8 plate is 6' wide a 8' long. Sbu (bola) rma parallel to the plate length specified. Doable cuts on web members dull mat at the cmmid of the webs maim otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increaud for ceruin handling adios erection RraSCS. This oust is am to be fabricated with rote reudam crated lumber mlm otherwise At- For additional in11ormatioo on Quality Control rarer to ANSVTPI 1.2002 PRECAUTIONARY NOTES All bracing and nation recommendations are, to be followed in accon ance with'Htdlwg, Ino-'ling and Bracing'. HI8-91. Trusses are to be handled with particular are awing boding and bundling• delivery and installation m avoid damage. Temporary and Permanent bracing for holding truces in s straight and plumb position and for raining lateral fortes mall be designed and i-Had by others. Catered balling is menial and erection bradmg is always reviced. Normal Precautionary tenon fen basses ropira such temporary bracing daring installation between canes to avoid toppling ad dominating The mpavisioo of eration of woes shall be coda the control of persons caperienced in the inaallation of oases. Profession, advice shall be songlm if sad I Conwatiom of construction bads grata than the design bads shall nor be applied to trusses at any time. No loads, other than the weight of the erectora shall be applied to nmsscs until after all faaening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..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 3-3-3 0-6-6 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 ----MA%. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 253 219 -371 B Pin 4-11- 4 1 109 153 -264 T Pin 4-11- 4 1 108 0 -61 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 5-0-0 1 2 .® ............Joint Locations............... 1) 0- 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 KndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 5.0 ft Trues in INT zone, TCDL. 4.2 pef, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-55/0, HOT CHORD 1-0.-321/200,0-3.-22/26, Webs 1-0.-197/295, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.03/134-0.06/536 3-0 Horiz. 0.00 -0.01 NA Max DL Deflection L/178 . -0.03 Long term deflection factor . 1.50 6.00 CI : 4-11- 4 Attach with (3) 109# 1.50" 16d Toe -Nails 3.00 P N 253N 8.00" 108N 1.50" _ 5-0-0 0-10- 8 5-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHRRT. A COPY OF THIS DRAWING TO BE GIVEN TO HR 111 CONTRACTOR, BRACING NA 1: L a Co n des Systems Bracing shown on dust darning la rot amid° bndng wind baring portal bracing or sim lar bracing which a pan of the building design and which most be considered by six building designer. Bracing mow is for lateral support are = mmbm only w reduce buckling length. Provisions mast be made to anchor lateral bracing at ads and specified locations determined by the building desigua. Additional bracing of the overall tnctwe may be raryired. (Sce MB-91 of TPI).Fm specific trust bracing rapuimmems. comxt building daigna.(Tmss Plate Institute. TPI is located n 583 4005 MARONDA WAY DVwfiio Drive. Madison. Witannsim 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 Ii7 Medallon FL 6trliwla. FL 32760 1-11- 6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4957 Sag Job: WO: COVX4 Dwgs TI: J3 Dsgar:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: [matrix Analysis rrouaer raw: ..a%aaa-wn Nova. vu..a.. v..vas v..v. anus. v.. n --le- Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:J4 Qty:2 DESIGN INFORMATION This design is fa an individual building compooa: and has been based no infoantatiob pmvidcd by the diem. The designer disclaims soy responsibility fm damages as a temp of fanly or incorrect ioformrtioa specification -dfw design famished to the tma designer by the slim ad the correcmm m accuracy of this infotmatino es it may rdate to a specific pcojecs and accepts co responsibility or eserciso oar cuu of with regard in fabrication hmNing shipment and installation of woes. This trust bas been designed a - individual building compoom in accordance with ANSVfPI 1-2002 and NDS-02 in be ioempm iced as part of tW building design by a Building Designer (registered architect or pmfessiwal cngmces). When reviewed for approval by the building designer. the design loadings shown must be cbakd to be sure that the data mown are in agreement with the loth building codes. local climatic sands fin wind or mow bads project specifications or special applied bads. Unless mown. truss has not bcm designed for storage or occupancy bads. The design asmma compression chords (top or bosom) ame cominwdy braced by tha hm8 unless othowin specified. Where bones chords in torsion are not fully braced IataaOy by ■ properly a*od rigid codling they should be braced u a maldmum spacing of I V-0' o.c. CamxctcepWn shall be mamfacmred Isom 20 gauge her dipped galvanised steel meeting ASTM A 653. Grade 40. uniess otherwise shown FABRICATION NOTES him to nhricatioo, the fahricnor mall tevim this drawing to vaiy that this drawing is in conrmmance with the fabricators plans ad m reuim a wmiauing responsiWity ran such verification. Any discrepancies are to be put in writing before costing m fabrication. Plates mall not be insumed aver knmboln. knots or dimnd grain. Maebm shall be ere fin tight fining wood to wood bearing Connerers plates shall be located no bah fan or the truss with ends !Lily ioil shall be qm, about the joint miles otherwise mown A 514 plate is 5' wide 1 4' long. A 6.8 plate is 6' wide 1 g' long Slurs (bola) ran parallel to the plate length specified. Doable cots no web member shall min at the candid of the webs odes otherwise shows. Connector plate rim are minimum sizes based no the Ibrca shown and may need to be increud rorcertain h—,11*- and/or erectlob sumo. This Wes is out to be raMicatd with fire rerudam ucucd lumber unless otherwise shown. For additional inrmmatioo no Quality Control refer to ANSVIPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recss mebdalious are to be followed in aaccaa^lamic with 'Handling. Installing and Swine, tOB-91. Tresses are to be handled with particular arc during binding and dandling delivery and imWlatioo in avoid damage. Temporary and percussion bracing fin holding nurses in a straight and plemb position and fin raising lateral rmcesmallbe desigtmd ad installed by others. Careful hadfing is -4-1 and erection bracing is always required. Normal precautionary action ran none, requires inch temporary bracing during installation between uuaci to avoid toppling and domioomg The mpervisino of erettino of banes shoo be under the control of pessom experiencd in the iesallation craziness. Professional advice mall be sought if add. co==wm of a mg=m bads gteatu than the design loads stall ON be applied to trusts at any time. No bads other than the wci& of the cecton shall be applied totrozsa until after all fastening ad bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss its 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 3.0 ft W. 3.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req 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(e). 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 CIL: 2-11- 4 67# 1.50" Pq H 1754 8.00" 624 1.50" 3-0-0 4 3 1-0-0 3-0-0 (RO-11-11 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F d WARNING: REND ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 1111I10 CONTRACTOR. BRACING WARNING: Ma Co n des Systems Bracing mm.a co this drarsing a out ercerioo bracing wind bndeg portal bracing Or omlu bracng which a pan of the buildiog design awhich mug be coo9ded by the building designer. Saucing shown is rim lateral support of no members only to backling length. Provisions mug be made toanohm Waal bracing socods and specified Incatiam determbd by the building designer. Additional bracing of the overall mature maybe require& (Sec MB-91 of TPI).Fm specific tress bracing repnu®ao. contact building desigoer.(Troo Platt hmimte. TPI is scud it 583 4005 MARONDA WAY D*waioDrive. Madison. wiswnse53219} Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 Medemon FL Ch dtaot% FL 22760 ....._ ..Joint Locations ............... . 1)0- 2- 1 3) 3- 0- 0 2) 3- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 ----MAS. REACTIONS PER BEARING LOCATION----- S-Lost BSet Vert Horiz Uplift Y Type 0- 4- 0 1 175 126 -318 B Pin 2-11- 4 1 67 98 -182 T Pin 2-11- 4 1 62 0 -46 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..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: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf WO: COVK4 TI: J4 9/16/2005 Lbr DP: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA vA 7 11-101AA Designs Matrix Analysis ra Vaaaer a...:.au-wu.....a............. ........... .. ...--.r... Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:J5 Qty:4 DESIGN INFORMATION This design is for an individud building compmus u and has been based on informal= pmided by the diem. The designer disclaims tiny responsibility for damages at ti result of faniq or incrosect in(brmdioa specircatiom and/or designs famished to the trots designer by the them and the earrectmn or accuracy of this information as it may rclde to a specific project and accepts an responsibility or minim no control with regard to fabrication, handlin& shipmeso and msulWion of musses. This truss has been designed n an individ ul building eompemmt in aeeutdance with ANSVrpi 1.2002 and NDS-02 in be iocmpo ud a put of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loading show mint be checked to be sure that the data show ere in agreement with the bed building criesloW climatic records for wind or snores bads, project sp+cifcatlom eu special applied loads. Unless shown, trots has am been designed far range or oecupancy loads. The design assumes compression chords (sup or broom) are continuously braced by rLwhing mless otherwise specified. Where baton chords in tension are am fully braced laterally by a properly applied rigid ceiling they should be braced is a maximum spacing of IV-0 o.c. Coonector plate shall be namfactmed from 20 gage hen dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise show. FABRICATION NOTES Riot in rabricaticn the fabricator shall review this drawing in verify that this drawing is in ccefotmarce with the fabricamfs plans and to realize a cotuiming responsibility fan such vaificnioo. Any discrepancies are to be put in writing before cmtiug or fabrication. Flues that - be installed ova kmtholn, kmts or disea"ad gain. Membesa dull be ens for tight fining wood to wood bearing. Comnmar plate shall be looted m both faces o1 tic sun withmils fully imbrdded sad dull be gin. •bout the joint unless otherwise shown. A 5x4 plate is 5' wide x 4• long A 6x8 plate is W wide x 8' long. Slots (bolo) sun parallel to the plate length specified. Double cats an web members dull man a the cemmid of the webs t dess otherwise drown. Coonectm plate sizes are minimum sire based on the (bites shown and may need W be increased for certain handling andlor crastim aressu This truss is rum in be fabricated with rue reardam trealad lumber unless otherwise shown. For additional information onQuality Control refer to ANSVfPI 1-2002 PRECAUTIONARY NOTES AB bracing and erection recammenduiam are b be followed in accordance with' Walling tnsaatling ad Bracing'. IBB-91. Tresses are to be handled with particular are during banding and bundlin& ddnery and insulla,im in mid damage. Temporary and permanent bracing for bolding manes in a straight ad plumb position and Cor resisting Inaa1 forces shall be designed and installed by others. Careful handling is essential tied esmime bracing is always required. Nomul preamionas). wtim for trusses requires such temporary bracing during installation between mosses; to avoid toppling and domimmg. The supavisime of erection of bum shall be under the comol of pasnm eapai d in the installations of trusses Professional advice shall be sought if needed. Consmmm of cmau ct= loads g=ter than the design loads doll out be applied to trusser in any time. No loads other than the weight of the erccton shill be applied in trusses anvil of all fastening and bracing a TC: 2x 4 SP #2 BCr 2x 4 SP #2 WE: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCH..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 34 0.23 A 1- 0 -82 0.13 0- 3 16 0.04 .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. In -Plant Quality Assurance with Cq. 1 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 168 140 -258 B Pin 2-11- 4 1 64 98 -161 T Pin 2-11- 4 1 67 0 -39 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.05/527 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/702 . -0.04 Long term deflection factor . 1.50 2-3-3 0-6-6 1 t 3- 0- 0 .............. .� ...... ..Joint Locations ............... 1)0- 0-0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 WndLod per ASCH 7-02, COC, V. 125sph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 40.0 ft W. 3.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf SRpact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-6/34, BOT CHORD 1-0.-82/74,01-3.-11/16, Webs 1-0.-65/68, 2 6.00 C/L: 2-11- 4 Attach with (2) 64# 1.50" 16d Toe -Nails 3.00 168# 8.00" 67# 1.50" 3-0-0 4 3 r.0-10- 8 .. 3-0-0 (R0-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LM a ron da Systems Boring shown ig this dewing is oar esenlon bearing, wind building d pawl Bmin b u n is bracing wh ch is ■ pun the building ding and which meat be considered by the building designer. Bracing dews it for lateral suppon of true members only lo reduce bockhng length. Provisions must be shade to atchor In" bracing ar ends ad specified bwions Mamined by the building designs. Additional bracing of the overall wcmte nary be required. (Sec FUB-91 of mT For specific tran bracing requirements. contact building designer.(Tean Flue Institute, T H is located u 583 400S MARONDA WAY Donofrio viva Madison. Wismmn 53719). Sanford, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050068 347 Ma 1 110, FL Chtivalaa FL 32766 T 1-5-6 1 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4705 Eng Job: WO: COVX4 Dwg: TI: J5 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TIaTaT. AZ n wverf vA 7 71 _T 77r.' Design: Matrix Analysis rrorz.►e races +w+-h- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J6 Qty:2 ' DESIGN INFORMATION This design is for m insiMlmal building co=pooent and has been based on information ptosided by the diem. The designer disclaims any responsibility for damages as a result of fully m incorrect informaios, specifications and/or deSip s famished or the truss designer by the client and the co rcem ss or accuracy of this information es it may relate to a specific pojmt and accepts w responsibility or mereises w control with regard m fihricatioa handling, shipment and ivsallasiw of tmsses. This truss has been designed . m individual building comp ram in accordance with ANSIlTPI I.2002 and NDS-02 m be iocmpmeM a part of the building design by a Building Design. (registered architect or pmfasiwal engiuc.} when reviewed for approval by the building designer. the design loadings shown mast be chocked m be core that the data shown arc in agre®ms with the local building codes, local climatic records for wind or snow load& project specifications or special applied loads. Unless showy truss has not been designed fan storage or occupancy bads. The design assumes compression chords (top m holm=) arc continuously braced by sheathing unless otherwise specified. Where bomo= chord: in tension are not sully braced laterally by a properly applied rigid ceiling they should be braced at a maxim® spacing of I e-0' are. Cowectar planar mall be mmofactured eom 20 pugs hot dipped galvanized ned meetiva ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rim to fabrication, the fabricator shall review this drawing to verify that this drawing is in coofl mnec with the fabricators plans and to realize a continuing responsibility fan inch verifaatiw. Any discrepancies are to be put in writing before caning m fabrication. Plates shall our be installed over knuaholes. knas a distorted pain. Members shall be m for tight fining wood to wood bearing. Cotmmm plates shall be bated err both fares of the lies with tmis fully imbedded and dull be gm. abed the joint unless otherwise mown. A 5x4 plate is 5' wick x 4' long. A 6xg plate is 6' wide x g' long. Shun (holes) ran parallel no the plate length specified. Double cats on wcb members shall meet at the cmwid of the webs unless omerwis, mowa. CAnn.tor plate dines are minimum arcs based on the forces shown and MY need to be increased for certain handling mel ection ection messes This muss is ant to be fabricated with fire retardant neared lumber roles, otherwise Mown. For additional infmmatim on Quality Control ref. to ANSV"l 1-2002 PRECAUTIONARY NOTES NI bracing and erection rceommendatiom are to be followed in aecordarce with 'Handling. Installing and Bracing'. MB-91. Trusses are m be handled with particular are during banding and bundling. dciwM and maallasiw to avoid damage. Temporary and pcmanmt bracing fa bolding truster in a usighs and plumb position and for resisting 'am' forces shall be designed andivnalledby others. Carcfal handling is essmdal and .action bracing is always rerpdred. Normal precis iwary action for mosses regou6 such temporary bracing during installation baween trusses to avoid toppling and dominoing. The sopaviaonof erection of m sseamall be under the control of persons experienced in the insulation oruu ali. P=fessionsl -evict owl be sought if needed. Con®tntiw of construction Inds greater thin the design bade mall not be applied to trIWual at any time. No loads other than the weight of the erectors shall be applied b muses until 4a W fastening and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP #2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADS -- This design is.the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft. I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 1.0 ft W. 1.0 ft Truss in END 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.-12/0, HOT CHORD 1-3w-2/2, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 • ..Joint Locations ............... 1)v•0- 21 3) 1- 0- 0 2) 1- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- %-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 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -12 0.03 A 1- 3 2 0.01 1� 1 2 6.00 Attach with (2) C/L: 0-11- 4 16d Toe -Nails 23# 1.50" 5x6 I 1- 6 1- 3 2 0-6-6 Attach with (2) 16d Toe -Nails q 89# 8.00" 21# 1.50" 1� 4 3 1-0-0 1-0-0 (R0-11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARKING: Maronda Systems B�ng�w-�°"*is°ca�on°�°g,w�°b����mmilarbracing w�ehuaprtof the building deep and winch must be considered by the building designer. Bating shown is tar hours mppmt oftrns coma only b reduce buckling length. Provisions must be made to anchor herd bracing atsass and speeifned locations determined by the building designer. Additional bracing orthe overall structure maybe requited. (See IBB-91 of TTT).Fw specific nu bracing requntmem& comut baMing tlesigm.(Tcoss Plate Imtimtr. TPI is located w 5g3 4005 MARONDA WAY DT3ooftfo Drive. Madism& Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MWSOD68 307 Medaoors FL gWbantit, Res 32766 Over 3 Supports Scale = 0.6258 Eng Job: WO: COVR4 Dwg: TI: J6 Dsgnr:TLY Chks 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DFt 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 pef Code: FLA Design: Matrix Analysis Prorlie Patn: a vx—prx Job: COVINGTON R 4 Cust=er:10# UPLIFT D.L. WO:COVR4 TI:J7 Qty:4 ' DESIGN INFORMATION This design if for an individual building component and bas been based an information provided by the client. The designer disclaims my responsibility for damage a a remit of faulty or incorrect information. spaifsatiom ad/m designs furnished to the uva desigoa by the client and the m ractues, an accuracy of Ibis mlormation a it may relate to a specifx project and accept! on responsibility or neeeises on control with regard to fabrication. handling shipment and installation ofaysza. This am has been designed a an individual building coca in acordmce with ANSVr l 1-2002 and rats.o2 m be inmrpo ned a pat or the building design by a Building Dmig'na (registered architect m proressionsl engoea). Wben reviewed for approval by the building design. the design loadings shown must be decked to be fate that the data shown are in agreemm with the local building codes, local cl®nic records for wind m snow loads. project specifications or special applied bads. Unless sbowa Gass bar not been deigned for storage or occupancy bads. The design assnma compression cbmds (cop or bomm) arc continuously braced by sheathing unless otherwise speciBea Wbee bor o a chords in tension ere not finny brued late dly by a properly applied rigid cdling, they sboald be braced at a maalmem gating of 1010 o.c. Comcctm plan matl be mmo6tlured from 20 gange but dipped g h etimd sud meeting ASTM A 653. Grade 4% unless otherwise show. FABRICATION NOTES Prim to fabricatim the hbricatm shall renew this drawing to verify that this drawing is in confirm mce with Me fabricators plans and to realive a rnoi_9 responsibility for mcb verification. Any disveparcin are to be pa in writing before coning or fabrication. Plata sball con be iavalled ova bwaboles. knits or Munn gain. Members shall bead for light rating wood to wood baring. Cmn<am plan (ball be banned an bah facesof the muss with aidsfi,By imbedded ad shall be f5m. about the join unless otherwise mown. A U4 plate is 5' wide a V bug. A 6.8 plate is 6' wide a 8' long. Sots (bola) rat parallel to the pine lengh specified Doable cots on web member. !hall meet at the cemmid of the webs unless otherwise d— coto, plae aim ere minimum sizes based an the forces shown and may cad to be ionrcaed fat corm hadhng adrm nation mesa. This tma is oat to be fabricated with fire, raudmt traced lumber unless otherwise mown For additional intmmatim an Quality Control refer m ANSVrPi 1-2002 PRECAUTIONARY NOTES AD bating and erection recOIDmendnlons ere to be followed in accordance with'Hmdliny Installing and B—i.g'. IDB-91. Tresses as to be handled with panimlar due during banding and bm," rig, ddi—y and installation to avoid damage. Temporary and pammeot brining for bolding uvan in a f rid& and pltmb position and Ire misting lateral force dull be designed ad installed by ousters CarcPol handling is asmial and erection bracing is always required. Normal preawiomry action for man regntra mcb temporary bmmg during installation between cusses to avoid toppling and dam nooing The supaeision of erectionof trusses shall be under the control of bacons nperienced in the installation of eussa. Pmfnaanal advice dtsll be m & if coded. Cm®tsatum of construction loads gnats than the design Inds shall net be applied to truss o any time No leads other than the weight of the seem shall be applied to coast until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 6 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y 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 1-3-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-12/0, HOT CHORD 4-3.-30/8, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -12 0.04 A 4- 3 -30 0.05 T 0-6-6 1- 0-0 1 2 6.00 3.00 0-8-0 87# 8.00" 3910 2.50" 1-ao 0-10- 8 1-0-0 41 (R0-11-12) .....• ..Joint Locations ............... 1) 0- 0- 0 3) 1- 0- 0 2) 1- 0- 0 4) 0- 0- 0 WndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 40.0 ft W. 1.0 ft Truss in END zone, TCDL. 4.2 paf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/302 0.00/999 2 Horiz. 0.00 0.00 NA Max DL Deflection L/403 . -0.01 Long term deflection factor . 1.50 Attach with (2) 16d Toe -Nails au- 6 a9-9 a 1Vac tach with (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN To 11,11 CONTRACTOR, BRACING WARRING: Maronda Systems Bacingrhownantlu,/drawwingism crec�nb�ng.wid�ng.portal bra�gm°mDarbr cingw�hnapanof the buiding design ad which must be rorsidecd by the building daigrnu. Brxing show is br lateral support of era member only toreduce balling length. Provisions most be mde to achor lateral bating at ends and specified locations, determined by the building designer. Additional bracing of the overall structure may be regaoed. (See EDB-91 of TYI)_For specific tram bracing regoiremcons, contact building designa.(rrva plate Ineimte TPI is located at 533 4005 MARONDA WAY DOna io Drive Madison. WiYOWCn 53719} Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 267 Mods" FL OK&Wta, FL 32748 Scale = 0.8097 Eng Job: WO: COVX4 Dwg: TI: J7 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 paf Code: FLA TOTAL 43.0 oaf v4.7.21-12365 Design: Matrix Analysis rrosue race: c.:l ar..von%.s.a n%uvu.%wv vw.......... .. ww••y�� Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V1 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model.-------aa= ---Joint Locations ............... Ibis design is lbr an individual building eomponatt and BC: 2x 4 SP 02 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 2- 0- 0 has ban based oninformation provided bythe client. The WE: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 2- 0- 0 4) 0- 0- 0 designer disclaims myresponsibility lot damages na ..... CUTTING ONLY •*... WndLod per ASCE 7-02, C&C, V. 125mph, In -Plant Quality Assurance with Cq. 1 result ofdesigryoriocaratihetrassdesgnertryt eel MULTIPLE LOADS -- This design is the H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- and/thdesigns fumimed Lo the trots chigoe by the client and the cmrccmmmaecaracy ofdris information esit composite result of easel tiple'loads. Bled Type. suet L. 14.7 ft W. 2.0 ft Trues X-Los HSet Vert Horiz Uplift Y Type ` may ndate to a specific project and accepts ran Right End vertical designed for wind. in END zone, TCDL. 4.2 pef, BCDL. 1.2 pef 0- 0-12 1 0 0 0 B Pin rcspmubilib'maaciusrocoastal w'mregard to FORCES (lb) - Max Coupression/Max Tension 1-11- 4 1 0 0 0 B Pin fabricatm handlin& abpmm and msWht on oftmaa. TOP CHORD This arms has beat dmp d as an individual building PROVIDE UPLIFT CONNECTION PER SCHEDULE competent in accordance with ANSVPPI 1-2002 and NDS-02 to be incorporated a pan of the building design by a Building Designer (registered architect or professional engioea} When -vi-vd for approval by the building designer. the design loadings ebo%u mug be chucked to be sore that the data mown are, in ageCe ocm . with the local building ands. local climatic records for wind or Wow Loaft project speci(IcalimO or special applied bads. Unless sbowR no has sot been deigned for image or occupancy bads. The design amines compression chords (sop or bottom) are continuously braced by sheathing odes, otherwise specified. What bottom chords in tension are no fully braced laterally by a properly applied rigid ceiling. they mould be braced a a 2-0-0 maximum spacing of ltr-0' o.c. Connector plate mall be maonfacmrrd noon 20 gauge but dipped gadvadzed sled 1 2 meeting ASTM A 653. Grade 40. maim otherwise mown. FABRICATION NOTES 6.00 Pram to fabrication. the fabricator mall review this drawing to vairy that this drmiog is in couformarcc with the fabricators plain and on rWiec ■ comianing responsibility for such verification. Aoy discrepancies arc 2x4 to be pit in writing before cutting m fabrication. Plates mall one be installed over knotboles. knots or stunned Patio. Members chill be cot for tight fitting --od m -Vd bearing. Cmtnecon plates mill be Located on both faces o: the Vn0 with nails fully imbedded and shall be gym, abom the joint ndm otherwise shown. A sxa plate is 5- wide x 1-0-0 3x4 1-0-0 a- long. A 6x8 plate is 6' wide x 8' long. Slots (hole) son parallel to the plate length specified. Double cuts on web members mall mat at the catuoid of the webs maim otherwise show- Conuector plate sixes are minimum fiat based on the forces da att and may need m be increased fat certain handling andlor erection prates. This torn is not to be fabricated with fire, retudam treated 2x4 Lumber udm olhW'ise sho vo. For additional information on Quality Conuol refer to ANSVfPI I-2002 PRECAUTIONARY NOTES All bracing and erection rocommeodatiom are to be folbwed in accordance wiN'Handling Installing and Bracing'. HI13-91. Trusses are uo be handled with partiadsr care during banding andbundling, defi—y and installation m avoid damage. Temporary and pensmem bracing fat holding busses in a straight and plumb position and fm reading lateral forces shall be designed and installed by others. Careful handling is menial and erection braising is always required. Normal Pcamionaq action for busses requires such temporary bracing aping Oil L50" Stud 4- 0- 0 0# 1.50" installation beswsat trusses to avoid toppling and i dominoing. The supervision of erection of busses mall be - under the control of persons experienced in the i-aallnioa ofuossn Professional advice shall be sought 2-0-0 H nailed. Conecmmima of coestme um bads greater than the design load, shall not be applied to trusses as any time. No Loads otha than thc wdght of the amt mall Los 4 3 applied to wsaes until after all Ikaating and bracing u atmpleted. EXCEPT AS SHOWN PLATES ARE MiTek MT20 �� WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANINO TO BB 01. TO ERECTING CONTRACTOR. BeCZNO ItARNZNO: Mar Systems �moaama °�c°g�°°b�windht�oa�. r�ngm�tar�ioaw�h°a�,d the building eksip and which mast be conaderd by the building dcagra. Bracing mow is for latad support of non members only w reduce to bkling length. Provisions most be made anchorm lateral bracing at es and specified Incstiom determined by the building designer. Addiumull bracing of the overall Wvutme may be ropiroe. (Scc H111-91 of TPI).F. specific trot bracing requirematt& contact haildmg deagna. frron Plate Instants. TPI is Located at 582 400S MARONDA WAY D'Onofrio Date. Madima Wiseman 53719). Sanford, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a+0o5006H 367 Modallm Fat ttrdtsott, FL 32796 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 Pelf BC Dead 2.0 Pelf Scale = 0.9132 WO: COVR4 TI: V1 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2— 0— 0 TPI-02/FBC-04 Code: FLA vA 1 71-1154711 Design: Matrix Analysis Proxiie racn: 1.: \166-WA\IspZ![\NODtl \x.VYIxY \\.V♦...... n w\v-a yes Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V2 Qty:l DESIGN INFORMATION TC, 2x 4 SP 02 Analysis based on Simplified Analog Model. ..............Joint Locations............... w This design is for an individual building component and BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 4- 0- 0 hmbecnbased oninfoamatiooprotidrebythe client. The WE: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 4- 0- 0 4) 0- 0- 0 daigoadisclaimaanyrespomibilityfmdamagesasa •.... CUTTING ONLY ••••• WndLod per ASCH 7-02, C4C, V. 125mph, In -Plant Quality Assurance with Cq. 1 remltoffmltymincorrminformatimspmirmatisms MULTIPLE LOADS -- This design is the H. 15.0 ft, I. 1.00, Rxp.Cat. B, Xzt. 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- and/or desigus Tarnished to the mass designer by the clim and the corrections in accuracy ofthis information as it composite result of multiple loads. Bld Type. encl L- 14.7 ft W. 4.0 ft Truss x-Loc BSet Vert Horiz Uplift Y Type ` may relate to a specific project ad aaepu no Right End vertical designed for wind. in END zone, TCDL- 4.2 pef, BCDL. 1.2 psf 0- 0-12 1 0 0 0 B Pin responabilityme:acisnoocouncil with regard m FORCES (lb) - Max Compression/Max Tension 3-11- 4 1 0 0 0 B Pin f4wicnim handling, shipment and installation of trvaes. TOP CHORD PROVIDE UPLIFT CONNECTION PER SCHEDULE This am has beat designed as an individual building compoumt in accordaxe with ANSBTPI 1.2002 and NDS-02 to be iocwpmatd as pan of the building design by ■ Building Design. (registered architect m pmk:sumal cagmra)• When reviewed fro approval by the building designs. the design loadings shown must be checkd w be sore thin the data show are in agreement with We local building codes local climatic recoeds fro wind or snaav bads, pmj-t spai(icatians m special applied bads Ualm shown, truss has not beta designed fro amp a Occupancy loads The design asmma cumpessimn chords (top a boric) are co nimotsly 4- �- braced by sheathing unless otherwise specified. Whore bottom chords in torsion are out Polly braced laterally by a properly applied rigid ccling, they should be braced at a I 2 maximan spacing of 10'-0' o.c. Cotnccmr plates Wall be in— from 20 gauge but dipped galvmized Heel 6.00 irietmed meetinx ASTM A 653. Grade 40. unless Otherwise shows FABRICATION NOTES Aim to fabrication. the fahtkatm shall review this drawing in varifY Wit this drawing is in conformance with the fahricabfs plans and in realice a contiming respectability fro such verification. Aoy discrepancies are to be pat in writing before tatting or fabrication. Plates shall not be installed ova knotholes knot m ditmted grim. Members shall be em fro tight filing woad to wood bearing Caoncam plates shall be located on limb fats of the true with mils fully imbedded tad shall be slut. about the joint unless otherwise shown. A Sao plan is 6' wide x 4' long A 6x$ plate is 6' aide x S' long. Sluts (holes) rum purillet to the plate leap specified. Double cuts on web members shall cote in the c r raid of We webs cnlm Otherwise shown. Co®ector plate sizes are minimum sign based on We forces shown and may need to be incensed fro cabin handling =&in erection stresses. This non is ism to be fabricated with fire retardant treated lumber onlm otherwise shown For additional inlbtmatiom on Quality Control afar to ANSVPPI 1-2002 PRECAUTIONARY NOTES All bracing and section recommendations are to be followed in accordance wiW'Hadling Insulling and Bracing'. HI8-91. Trarm are to be handled with paniwlar arc during bending and bundling delivery and imallniao in avoid damage. Temporary ad permman bracing fro holding tresses in . straight and plumb position and forresisting lateral forces shall be designed ad installed by others. C—fhl h--ling is essemial and erncsim bracing is always required. Norval prsxamuarim action fro tansies requires such impurity bracing during iresullatio0 between trustees to avoid toppling and dominating The upWlLOnoranction oftrYOes shall be ader the control of pesuns experienced In the installation Of tresses. Professional advice shall be sought if ceded. Cmramrat;oo of conanaame Inadf grater than the design loads shall Out be applid to tomes in any time. No bads other than We weight of We anctors shall be applid in in. mail after all financing and bracing is 2-0-0 214 MWADIMMA MA MA MA MA MA rNWAMINFIN 14 IN MINNOW 'I 'I 'IF, oI t 0 I I W I 4 4-0-0 t 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRANING TO BE GIVEN TO BRECTINO CON'fRACTOA. BRACING NAW2ING: Maronda Systems Braangdmnoatht,draw; norernc,ioered'ythedb�ng�ta:b�osmri��b�oaa��°Wr,os the building rtesign ad wttuh mina be cousidered by We bmiWing designs. Bracing coon is rut tarot mppon mrtress man only m reduce buckling Iapb. Provisions must be made to anchor lateral bracing at ends and specified locations deermmed by the building designer. Additional bracing of the overall structure may be required. (See ID8-91 of TPf).For specific truss bracing regoitemems, comact building drsgna.(Trvss Rau Institute, TPI is located at 593 4005 MARONDA WAY D'Getrric, Dim Madison. Wisctrmius»19> Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ss10050068 367 Meda6as FL ChadaOts, FL 32760 2-0-0 Eng Job: Dwg: Degnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.7298 WO: COVR4 TI: V2 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix AnalySiB Prorlie race: a v%vLA, yrss Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI M Qty:l DESIGN INFORMATION TC: 2x 4 SP &2 Analysis based on Simplified Analog Model. ..............Joint Locations............... -. This designs for anindividual building eemponem and BC. 2x 4 SP 02 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 3- 9- 0 5) 0- 0- 0 has been bare oninformation provided bythe dim. The ww•ww CUTTING ONLY ww.•w continuously braced unless noted otherwise. 2) 1-10- 8 4) 3- 9- 0 designer disclaims soy responsibility for damages ass MULTIPLE LOADS -- This design is the In -Plant Quality Assurance with Cq- 1 ----MAx. REACTIONS PER BEARING LOCATION----- restltorrmltyormemrectinformation.spoeiicatiom composite result of multiple loads. FORCES (lb) - Max Compression/Max Tension x-Loc BSet Vert Horiz Uplift Y Type own, designs famished to the truss designer by the client and the correcorm or accuracy ofmis infbemalikn as it WndLod per ASCE 7-02, C4C, V. 125mph, TOP CHORD 0- 0-12 1 0 0 0 B Pin - mayrelatetnaspecifneprojectandaaeptsm H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 3- 8- 4 1 0 0 0 B Pin responsibility or meciso no commit with regard in Bld Type. enel L- 66.0 ft W- 3.8 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE fabrication. handin& shipment and installation oftrusses. in END zone, TCDL- 4.2 psf, BCDL. 1.2 psf This truss has been designed a an individual building component in accordance with ANSIrrPI 1-2002 and NDS-02 to be incorporated as pas of the building design by a Building Designer (registered architect or professional agmeer). Wbm reviewed for approval by the building designer. the design loadings shown must be checked to be sore that the data shown are in agreemem wild the local banding codes. local climatic records for wind m sow bads, project specific, s or special applied bads. Unless shown, truer bas nor been designed (or storage or occupancy bads. The design assumes compression chords (top in bosom) are continuously braced by slrathing unlm otherwise spcifid. Where 1-10- 8 1-10- 8 boom chords in tension arc not fully braced laterally by a L properly applied rigid ceiling. they should be braced a ■ 1 Z 3 maximum spacing of 10'-T o.c. Ct mo tor plates shall be mamfacmrcd from 20 siege but dipped galvmixed steel mating ASTM A 653, Grade 4 unless otherwise shown. 6.00 -6.00 FABRICATION NOTES prior to rabricatio t, the fabricator shall renew this drawing to veriry thin this drawing if in con(bmance with 4x6 the fabricators plena and to «+lire a continuing responsibility far inch verification. Any dirrepaain are to be put in writing before coning or fabrication. Plan shall cot be installed over knotholes. knees or dimmed grain. Members shall be con for tight fining Sod to wood haring. Connector plates awl be bated on both fats of 3x4 the trust with hails Iblly imbedded and scot be slm. abed 0-11- 4 0-1 1- 4 e is S' wide x the joint unless otherwise show. A Sx4 plane a' long. A 6x8 plate is 6' wide x 8' Im& Slots (holes) 43x4 ruo parallel to the plate length specified. Double cats ne web member alsid] row in the cawid urine webs nulers otherwise shown. Conuecnr Phu sires are minimum sires bard an the forces shown and may need to be -,eased for cetam handling adlor elation stresses This unss is out to be fabricated with fire relComl treated lumber unless otherwise show4 For aGdidoml information m Quality Control refer to ANSVTP1 1-2002 PRECAUTIONARY NOTES All timing and erection recommendations are to be followed in accordance with'Hadlin8. Installing and Bracing'. IDB-91. Tresses arc to be handled with particular are during bulling and bundling delivery and installation re avoid damage Temporary and pamammt XXX bracing for holding mosses in a straight and plumb position and rot resisting lateral fortes swl be designed and installed by others. Careful hanNivg is essential and aectiom bracing is awals required. Normal precautionary acn)on for °°.e'regeires such temporary leasing during 0# 1.50" Stud 4- 0- 0 0# 1.50" inaallatim between testes re avoid toppling and domiming. The sapervisim of eratim of trvaes shall be .ode the control of penom experienced in the imtallaine ortreaes. Professional advise mall be sought 3-9-0 t if nadcd. Cmtomtratim of mnstrwioo lords gager than the designs Inds shell cot be applied to trossn in aM time. No loads who than the weight of the Bretton men be 5 4 applied to musses until after all fastening and bracing is 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 run des Systems Bracing morn can this drawing is net g erection bracinwind brans pond basting or similar bearing which is a part of the building design and which must be considered by the bending designer. Bracing show is for lateral support oftruss members. only to reduce buckling length. Provisions men be made W mchor lateral bracing at ends and specified laom atidetermined by the beading designer. Additional htacfog of the overall mneme may be repined. (Sac HID-91 of TPD.For spaife muss bracing rcgnir®ems, contact beading desiyper.(Trev Plate Iststimte. TPI is located a 583 4005 MARONDA WAY Donofrio Drive, Maein.Wisconsin 53T19� Sanford, FL_ 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0#0050068 207 MedalSon FL pltbaota; FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.9813 WO: COV&4 TI: V3 9/16/2005 Lbr DFt 1.25 Plt DF: 1.25 O.C.t 2- 0- 0 TPI-02/FBC-04 Codes FLA Design: Matrix Analysis rrorrae rain: .:%anus-w...n,a,aN...,.e....r..� .r... Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V4 Qty:l DESIGN INFORMATION TC: 2sc 4 SP #2 Analysis based on Simplified Analog Model. ..............Joint Locations............... This design is for an individual building component and BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 7- 9- 0 5) 3-10- 8 has been based aninfmmatonptov;mdbythe dxm.The WB: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 3-10- 8 4) 7- 9- 0 6) 0- 0- 0 designer disclaims myrespondbilhyfbrdamagsaa ••••. CUTTING ONLY ••••• In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PRE. HEARING LOCATION----- r®hafnauym'ncomestmfatmaum'spwfcaaom MULTIPLE LOADS -- This design is the PORCBS (lb) - Max Compreeaion/Max Teneioa 8-Loci BSat Vert Horis Uplift Y Type , and/or design Bnrmished to the ova designer by the Client and the cornor accmxyofthisinfmmaioouit ccmm composite result of multiple loads. TOP CHORD 0- 0-12 1 0 0 0 B Pia• may mix, m a specific pojat and accyls an WndLod per ASCE 7-02, C&C, V. 125mPh, 7- 8- 4 1 0 0 0 B Pia responsibility or eseaim no control with mWto H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE fabrication, hungffimg. shipment and installation of musses. Bld Type- encl L. 66.0 ft W. 7.8 ft Truss This tmss has been designed as an individual building component inarra.d awith ANSVfPl1-2002and in END zone, TCDL. 4.2 psf, BCDL. 1.2 psf NDS-02 to be iocmporaed a pan of the building design by a Building Designer (registered architect ar pofersional cnginm). Whim reviewed for approval by the bail&& designer. the design tidings sbawn must be checked to be suit that the dash shown are in agreement with the local building codeslocal climatic records for wind or snow beds, Pmject specification or special applied loads. Unlm sb-u unto has rot been designed fro garage or occupancy rods. The design atmmas compression chords (top or muam) she continnOWY 3-10- 8 3-10- 8 braced by sheathing udm otherwise specified. Where bottom cbords in tension are nor fatly braced laterally by a 1 2 3 psupedy applied rigid ceiling. [bey should be braced at a maximum spacing of 10-0' o.c. Connector Plata shall be mamftetmed from 20 page hot dipped galvmired aecl 6.00 meeting ASTM A 633. Cade 40. unless otherwise shown. FABRICATION NOTES 4x6 Prior to fabrication, the (abrxaor shall review this drawing to verify that this drawing is in coaformmce with the fabricautes plans and to retain a comivaing responsibility for such verification. Any discrepancies are to be put in writing berme calling or rabrication. Plata shall mot be installed over kmholm trots or distorted pain. Members; shall be era for tight Bring wood W wood baring. Connector plates shall be bated on both faces of the true with mails fully imbedded and shall be ism. abaa the joint unless; otherwise shown. A 50 plate is 5' wide x 4' bog. A 6xg plate is 6' wide x 8' bog. Sbu (holes) eon parallel to the plate length specified. Doable cots on web members shall mess a the —mid of the weld adm otherwise'bo Connector plate Sizes are snn®m ux4 3 3x4 tim based an the forces sbown and may need to be increased frx certain handling author eradm stresses. This unto is not to be fabricated with fate mundane mated lumber anlm otherwiseshown. For additional information on Quality Control tcfer to ANSVTPI 1.2002 2x4 PRECAUTIONARY NOTES All bracing and eratioo recommendations are in be followed in accordance with'Handling. Installing and Bracing% HIS-91. Trusses arc to be handled with particularcare during boding andbudlin& del ve y and installation to avoid damage. Temporary and permanent bracing fa holding uvsso in a susight and pbmb position and for raislin lateral forces shall be designed and installed by ohm. Careful handling is asmtiat and tendon busing is always required. Normal prmulammY action for mvssn repairs such temporary bracing daring installation between wants as avoid toppling and diming Thempervicim ofesecttonofinsse,"be 0# 1.50" Stud @ 4- 0- 0 0# 1.50" under the conrol of persms experienced in the installation of musses. Professional advice shall be soughs it weed. Coo muminn of earmnxvors rods grata lions 7-9-0 the design bads'lull not be applied in rotas al any time. No bads other than the weight of the erectors shall be 5 4 applied towns anvil alter ell resuming and bsewg is 6 completed. EXCEPT AS SHOWN PLATES ARE MiTek MT20 r� WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: FMaronda Systems Brrag shown an this drawi°" is � erectionbtxiaa wind bracing. portal bracing m similar bracing which b ■ pan of the building design and which soma be considered by the building designer. Boeing shown is for Waal m, of truss members only to reduce bottling length. hovisions nos be made to anchor lateral bracing a ads and specified locations determined by the building designer. Additional bracing of the overall arocmm may be requ re& (Sec HIB-91 of TPq.Fw spmifx one bracing requiremtms, contact building designa.(Tma Pule menimlt TPI is located at 583 4005 MARONDA WAY DOesofrioDrive. Mdimo.Wisemin53719). Sanford, FL. 32771. (407) 321-0064 Fax (407) 321-3913 TOt4AS PONCE P.E. LICENSE rd0050068 347 MadWlkx FL ChL&Wta4 FL 32760 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale ex 0.7434 WO: COVR4 TI: V4 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-12373 Designs Matrix Analyals rrouie racn: t-:%ar---- k"csant....sa.vvw+�w.�"vay.. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TIsV5 Qty:l DESIGN INFORMATION TC, 2x 4 SP 02 Analysis based on Simplified Analog Model. ..............Joint Locations............... . Ibis design is for an individual building component and BC. 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 1-11- 0 3) 9-10- 0 5) 5-10- 8 has been based oninformation provdedbytheclim.The WB: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 5-10- 8 4) 9-10- 0 6) 1-11- 0 } designer dis taia s anysopensibshty, for aamaye na GBL: 2x 4 SP 03 WndLod per ASCH 7-02, C4C, V. 125rlph, In -Plant Quality Assurance with Cq. 1 result of fnthy or incorrect information. specifications..... CUTTING ONLY •.... H. 15.0 ft, I. 1.00, Exp.Cat. 8, Ezt. 1.0 ----MA%. REACTIONS PER BEARING LOCATION----- aodlor dmgn lhrnimed to (be tress daigeer by she client and the correcmea or accency of this infnuestion as it MULTIPLE LOADS -- This design is the Bld Type. encl L. 66.0 ft W. 7.9 ft Truss x-Los BSet Vert Hori: Uplift Y Type mayrdatemaspeeifc pmjat and accepts an composite result of multiple loads. in END zone, TCDL. 4.2 pef, SCDL. 1.2 pef 0- 0-12 1 0 0 0 B Pin responability, or aercim no control with regard to L. and R. End verticals designed for wind FORCES (lb) - Max Compression/Max Tension 7-10- 4 1 0 0 0 B Pin rkMication.hs-niq. shipment and installation of trusses. TOP CHORD PROVIDE UPLIFT CONNECTION PER SCHEDULE Tbia aan has been dtsigond n an individual building component b accordance with ANSVPFl 1.2002 and NDSN ea be mWpW ed n part Of she building design by a Building Designer (registered arehitecl or Professional mgiacv). When reviewed for approval by the building designer. the design loadings shown must be ,baked m be are that the data shown are in age®ent with the local building codes. local climatic records for wind or — loads. project specifications a special applied bads. Udess shown. tress has not been designed for aerage or occupancy bads. The design timma compression chords (rep or bottom) are comimoasly 3-11- 8 3-11- 8 braced by strathing anlm otherwise specified. WbaeIr human, choeds in rmvon are out fully braced laterally by a properly applied rigid,ciliag. tb y sb-W be braced at a ) 2 3 mma'm"m gating of 10-0' o.c. Connector platshall be actared ft. 20 page bat dipped galvanized wed 6.00 -6.00 meeting ASTM A 653. Grade 40. anless otherwise shown. FABRICATION NOTES 4x6 Print m nbrlcatm4 the fabricator shall review this drawing to verify that this dlawists is in cnnfmmaac, with Iht fabricator{ plans and to retain a - i respoaability fen each verification Any disaepancie, arc to be pat in writing berate totting or fibricailoa Plata shall tit be installed over kmtholm keen or diaoned gndm Members shall be era for light fining wood to wood bearing. Connector phda mall be bated oe bah faces of the unst with nails sally ialbtdded and shall be sym shorn the join unless otherwise showy. A 5x4 plate is 5' wide a 4' bog A 60 plate is 6' wide a k' long Sloe (holm) son parallel to the plate length specified. Doable can on 2-11- 4 web membm shall meet a the ceatroid of the webs wnlces 2-11- 4 otherwise ib, Caanocmr Plate sim are minimum 2x4 sire based on the face mown and may need to be 2x4 locmasad fen certain hmdlitµ andfor eratioo messes. This one; is rot m be fabricated with fate scusdant treated . lumber unless othawise mown. For additional information on Quality Control ecr. to ANSVfPI 1.2002 0-11- 8 PRECAUTIONARY NOTES LTJ All bracing and erection rccommendatiom art to be 2x4 2x4 followed in accordance with'Handling. 1-11in and 2x4 Bracing . IUB-91. Trusses are m be handled with particular are during 6mdsng and burrNin& delivery and maaliation to avoid damage T®poray and pamanant bracing for bob ing aano in a straight and plumb position and for rmamg lateral faces shall be designed . and installed by others. Caeful haudtmg is menial and eratioo bracing is always mqd.& Normal prmmionay action for rressa rtgaiM such «mporary bracing during installation between trusses to avoid toppling and dominating. The mpervisionof erection of trans shag be trader the c:oonel of permm aperaced in the in:taBuiun ofamss Professional advice mall be sought 0# 1.5011 Stud p 4- 0- 0 0# ls0" aalends g {ter than if eadm Co�,a� fenremlon the design loads mall = be appliedm tnaw N any time 0 V No bads other thm the weight of the erectors shall be a —7-11- applid to truce until after all listening and boxing is completed. 6 5 4 0-11- 0 7-11- 0 0-11- 0 (RI- 0- 5) (RI- 0- 5) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.5936 Maronda Systems 0 4005 MARONDA WAY Sanford, FL_ 32772. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE O'0050068 267 PI I ",tat FL GWAsaft, FL 22766 WAMN1NCi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dewing Is nas elation bracin& wind bradn& portal bracing or "In bracing which is a pan of the building design and whim most be considered by the building deer. Bracing mown is for Iam, mppmt oraass m�ben only to reduce b=UinS length. Provisions mum be made to anchor lateral braciog at ends and specified loc,tion daerme by the building designer. Additions) bracing of the overall mxmre may be raprirtd. (Sec IDB-91 of 7Pl}For spaific awn boxing regairemmts, contact building dcsigeer.(Trm Flue tnstimse TPI is located at 593 D'Ooo6io Drive. Madis a. Wisconsin 537191 Eng Job: WO: COVE4 Dwg: TI: V5 DsgnrsTLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 vsf v4.7.21-12374 Design: Matrix AnalySIS rroilie racn: ct\lea-con\wire\wDa \\.vvnw\wvarsva�n n w\vaoa.psac Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V6 Qty.1 DESIGN INFORMATION This design is for an individual building compmmt and has been based on information provided by the dim. The designer disclaims my responsibility for damages a a result of fanity w iocarrat information specifeaunes ma lot designs fl mished t the wss designer by the client and the correctness or accuacy of this inimmatim es it may relate to a specific project and accepts an responsibilily Or exercises no control with reaud t fiWication, handling shipment and ivsallation of wssa. This bass bas been designed a an mdividoal building component in accordance with ANSVfPI I-2002 and NDSfi2 to be incorporated as pan ofthe building design by a Building Designer (registced architect or profess marl mpneerb When reviewed for approval by the building designer, the design loadings mown mast be checked m be sore Nat the data shown are in agreement with the boil banding codes. local climatic records for wind or mow bads, project specific- w special applied bade Unless dtoa, bass has not been designed for storage w occupancy loads. The design assama compression chords (top or bonom) are contimmndy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Iatmlly by ■ property applied raped celling they should be braced a a mas:mam spacing of I014' o.c. Connector plates shall be ma®facmntd Bum 20 gouge has dipped gaWmiaed need meeting ASTM A 653, Grade 40. unless otherwise mown FABRICATION NOTES Prim to fabricaim, the fabricator mall review this drawing to verify that this drswing is in emfwmsuee with the fabricates plans and to rcalice a comiwing responsibility for such verification. Any discrepancies are to be Pat in writing before caning or fabrication. Plan dill out be installed over k aodnlm knots w disrwted Vain. Members shall be cm for light fining wood to wood baring ConCKtw plates shall be located an both fees of the lolls with mils fully imbedded and "I be s)m, about the joint unless otherwise mown A 50 plate is 5' wide a 4' long A 6.8 plate is 6' wide a 8' Leeg Slot (holes) nth parallel to the put IcWb specified. Doable cuts an web members shall sheer at the centmd of the webs unless otherwise she". Connector plate Liles are minimum slay based an the forces shown and may need to be Increased for certain hmdhtng and/or erection messes. This wet ism to be fabricated with fire resardam trued lumber pdess otherwise mown. For additional information an Quality Central refs to ANSVrPI 1.2002 PRECAUTIONARY NOTES AB bracing and erection rccemmendatimm ate to be followed in accordance with'Hawdlittg lassoing and Briug'. HIB-91. Trusses ate to be handled with pan;ad,r are outing wining and bundling, del..) and in"haice m avoid damage. Temporary and permanent bracing for bolding trusses in a straight and plumb position and for raisimg btml forces dull be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal preatnitnar). action for basses requires such temporary bracing during msallauon between wares to avoid topping and domiming The supervision of erections of canes shall be under the control of persons experienced in the installation of tntsscs. Professional advice mall be sought f needed. Come olmtlm Of wm naertmed: gr eater thin the design lends mall oat �a t be applied to ttat my time. No bads other than the weight of the erectors mill be applied to mines until alter all fasmivg and bring is TC: 2x 4 SP #2 BC. 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 4 SP 43 wwww• CUTTING ONLY •world• MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. 2-9-10 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. L. and R. End verticals designed for wind WndLod per ASCH 7-02, C4C, V. 125mph, H. 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 psf, BCDL. 1.2 psf In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- K-Loc BSet Vert Soria: Uplift Y Type 0- 0-12 1 0 0 0 B Pin 10- 4- 8 1 0 0 0 B Pin 10- 7- 4 1 0 0 0 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .............. •• ..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 This truss has not been designed for ROOF at PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/Max Tension TOP CHORD 10-8-0 2 3 4 5 6 2x4 2x4 2x4 20 2x4 ix4 3x6 2x4 2x4 2x4 2x4 2x4 oat i.sorr Stud Q 2- 0- 0 09W ON 1.50" 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 DRAINING TO BE GIVEN TO HRHCTZNO CONTRACTOR. BRACING NARNINO: FMaronda Systems Sung mornmdtsdsh'kGts 'b erection bonny bracing.portal brmngwe wlaror1-ty 1sop is a punOf the balldimg design sued w'bKb shun lot Comfidered by the building d[signa. Bran$ mown is for lateral W ppw10(Van mmbm only to reduce bncUing length. Provisions mass be made to mchw 'am bracing a ends and specified locations daumimed by the building desigma. Additional bring of the overall soueme may be required. (Sce IOB-91 of TPI).Pw specific ones bring repinements, we= buiwin desigsm(Trass Were hositum TH is located at 593 4005 MARONDA WAY DonoBio Drive. Madison. Wdaconsim 53719) Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050068 267 Ms 1 10, FL Clsisotse FL 22766 CIL: 10- 4- 8 2-6-2 Over 3 Supports Scale ee 0.4982 Eng Job: WOd COVK4 Dag: TI: V6 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf PIt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 loaf v4.7.21-12375 Design: Matrix Analysis rrorlae race: +. - .ae— Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V7 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. ..............Joint Locations............... st rail deep isfor snindividual buildingcompooemsnd BC: 2x 4 SP 02 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 4) 7- 2- 0 7) 1- 2- 0 hats been based oninfmvmianprmidedbythe client. The WE: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 1- 2- 0 5) 7- 2- 0 8) 0- 0- 0 designer disclaims aoyrcspomibiliry, for damages arts GBL: 2x 4 SP #3 WndLod per ASCH 7-02, C4C, V. 125mph, 3) 3- 2- 0 6) 3- 2- 0 result or fmity en incorrect information. sp-ircuim ..... CUTTING ONLY ••••• H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 In -Plant Quality Assurance with Cq. 1 d andlor designs Pomisbod to the wen designer by the client and the enrracmess or accuracyoftbisia—mimait MULTIPLE LOADS -- This design is the Bld Type. suet L. 20.0 ft W. 7.2 ft Truss ----MAE. REACTIONS PER BEARING LOCATION----- may,dmto. spec(ficpmjectand accepts no composite result of multiple loads. in END zone, TCDL. 4.2 psf, BCDL. 1.2 pef X-Loc BSet Vert Horiz Uplift Y Type responsibility ornccisc;wcontrol with regard to Left End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension 0- 0-12 1 0 0 0 B Pin Gbricatiaa handlin& mipmtmt sod inswinios ofrmssm TOP CHORD 7- 1- 4 1 0 0 0 B Pink • _ This truss bas been designed a an individual building PROVIDE UPLIFT CONNECTION PER SCHEDULE component in ae,,..r—. with ANSVrP11-2002 and NDS-02 to be mcmpWatM es part of the building design by a Building Designer (registered architect m pofessional engneer). When reviewed for appovd by the building designer. the design loadings show moss be ebeeked to be Wee that the data shown are in agreement with the local building codes local climatic records for wind or WGw Well. project WecificatrOne our sp eial applied bad, uden drown. toss bar Oct been designed fm storage m occupancy bads The dmp asmma compression cords (top or bowm) ane continuously 7-2-0 braced by sheathing odors otherwise specified. Wbm bottom cbords in tension are uses Poly braced laterally by . 1 2 3 4 properly 4*icd rigid ceiling, they should be braced at a masimam timing of Id-0' O.C. C000ator plan shall be -6.00 mamfactmed Dom 20 gauge bad dipped galvanized steel meeting ASTM A 653. Grade 40. unim oft-im storm. FABRICATION NOTES 2x4 Rim to faloicaum the fabricator shall review this drawing to verily that this drawing is in coufiumance with the fabricators plans, and to realize a continuing fR 2x4 respWuibilisy for sereh verification. Any disc int m to be pot in writing before culling our fabrication. Pules mall not be installed over knotholm knots or distorted grain. Members mall be eon for right fitting wood to wood boring. Connector plate shall be bated on both fain of ibe truss with nails fully imbedded and shall be sym. about the joint unless omawise shown. A 514 Plate is 5' wide a 2x4 4' long. A 6ag puts is 6' wide x g' long. Sba (holes) mat parallel to she plane IcVh specified. Doable cuts on 3- 7- 0 web member mall meat at the cenwid of the webs mien 3-7-0 otherwise dawn. Connector plate sins tie minimum dui based no the fosses she" and may need to be ineruud for certain handling ardor es estion messes. This lass is ram to be fabricated with fire relardam neared bnuber ado otherwise drown. Far additional information no Qaalty Cannot refer to ANSVrPI 1.2002 x PRECAUTIONARY NOTES All bracing and election recommendations ase to be followed in accordance with'Hmdling. imulling and Bracing'• HUB-91. Tresses are to be bullied with 2x4 2x4 panipdar ore dining banding and bmNing. &divvy and i esullatim to avoid damage. Temporary and permanent bracing for bolding trusses in . maigbr and plumb position and for Mining lateral relent mall be designed aad installed by others. Careful handling is essential and erection boring is always regoired. Normal pleami sec asy aeBern fin mrszn require such r®Wrmy bracing sharing insufaliop btsweeu emotes to avoid toppling and MXXXXXXXXXXXXXXXX>0<X'/7\/4 domiooing. The supervision of erection of mosses shall be under the control of perinea experienced in the 11 imullation of wssm. Professional advice shall be Wugtd ON 1.50" Stud @ 2- 0- 0 ON 1.501, if needed. Cooeemmion of aonvWmim loads grain than the design met mall rem be applied to trusses at ausy time. 7-2-0 No loads Other than the weigh of the crectars shall be applied to basses unlit after all futemng and bracing is completed. 8 7 6 5 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M d ion der Systems an Bracing shown an this dewing is rem simian bracing. w and bracing. postal bracing a similar baring which is a pun of the building design d stkb must be considered by the building desigier. Bracing mown is for lateral support of hoes members only to reduce bnckling langh. Provisions most be made to anchor lateral bracing at cods a d specified locations deleembod by the building designer. Additional bracing of the overall eruct oe may be required. (See IDS-91 of TPO.For specific has bracing requirements contact building desigier.(Truss Plate Ivsimte. TPI is located at 593 4005 MARONDA WAY D'Onsu i0 Drive. MadiWa Wiwondn 33719). Sanford, FL.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 9*0050068 367 6iadafon FL Chukwt; FL 327Ci Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.5346 WO: COVR4 TI: V7 9/16/2005 Lbr DF: 1.25 Plt DFs 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis rrOr-lie . v v.v rav-.vwru.v. ..